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RC-14-1350Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-227350 Permit Number: RC -6-14-1350 Scheduled Inspection Date: January 29, 2015 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Final Building Owner: REMONVIL, ULRICK Work Classification: Alteration Job Address: 142 NW 94 Street Miami Shores, FL Phone Number Parcel Number 1131010330770 Project: <NONE> Contractor: ARCO CONSTRUCTION Phone: 305-892-6507 Building Department Comments REPLACEMENT OF FRONT PATIO ROOF BEAM AND Infractio Passed comments SECURE EXISTING SUPPORT COLUMNS I INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. January 28, 2015 For Inspections please call: (305)762-4949 Page 39 of 39 M BUILDING PERMIT APPLICATION Miami Shores Village Building Department JUN 24 2014 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 �.5 Y'V=0 ok Tel: (305) 795-2204 Fax: (305) 756-8972 v INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 LO Master Permit No.Vr,1 Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zip:®— Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): /GkIL Phone#: lo Fl," Address: /,t/ V10 Cl 41" J Stater Tenant/Lessee Name: Zip: ,3--5 hone#: Email: CONTRACTOR: Company Name:Phone#: Address: zay City: State: t— L Zip: __32'1 j Qualifier Name: (.f? S - t�J;S(� L!) Phone#: - State Certification or Registration M C4C ZSo 57J &X Certificate of Competency #: i DESIGNER: Arch itect/Engineer://-- Phone#: Address: 53 ��� 140;7 C City: , d�'(��'L� State: FL Zip:, %�<? Value of Work for this Permit: $ G- i cQ 29 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New `Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee $ Permit Fee $_1 «�i CCF $'j�'� CO/CC $ Scanning Fee $ W Radon Fee $ - " DBPR Notary $ . Technology Fee $ ` �..► Training/Education Fee $ " �Double Fee $ Structural Reviews $ ���) qJ\� Bond $ J0_ �,�� • �, �� TOTAL FEE NOW DUE $ _8b (Revised02/24/2014) 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 w' t b approved and a reins tion fee will be charged. Signature , A_idL 11 OWNER or AGENT The foregoing instrument was acknowledged before me this day of &2 atl20 by l✓rc�� �Ll��l�G , who is personally known to me or who has produced, I l4 5 SCJ%— as identification and who did take an oath. NOTARY PUBLIC: Signat �TRATOR The foregoing instrument was acknowledged before me this l 10 day of, U/7 e 20 �/� by fie/° D�j'p f e/% , who is personally known to me or who has produced... Sp7�G�Y s identification and who did take an oath. NOTARY PUBLIC: (Revised02/24/2014) b I A I t Ut- I-LUKIUA � DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 JENSEN,LESTER ARCO CONSTRUCTION CORPORATION 1665 NE 137TH TERRACE NORTH MIAMI FL 33181 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range from architects to yacht brokers, from boxers to barbeque restaurants, and they keep Florida's economy strong. Every day we work to improve the way we do business in order to serve you better. For information about our services, please log onto www.myfloridalleense.com. There you can find more information about our divisions and the regulations that impact you, subscribe to department newsletters and learn more about the Department's initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, and congratulations on your new license' ac= STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CGC 1505163 ISSUED: 08/07/2014 CERTIFIED GENERA. CONTRACTOR JENSEN,LESTER ARCO CONSTRUCTION CORPORATION IS CERTIFIED under the provisions of Ch.489'FS. Expiration date: AUG 31.2016 11408070001719 DETACH HERE RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION r '• CONSTRUCTION INDUSTRY LICENSING BOARD 0� CGC1505163 The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 00"10 i Local Business Tax Receipt Miami -Dade County, State of Florida THIS IS NOT A SILL — DO NOT PAY 2758275 L BJ 1 I BUSINESS NAMFJLOCATION RECEIPT NO. EXPIRES ARCO CONSTRUCTION CORP RENEWAL SEP'TEMS 30, 2014 1665 N£ 137 fiERR 28897$2 Must be displayed at pta } NORTH MIAMI FL 33181 Pursuant to County Code Chapter 8A — Art. 9 & 10 i OWNER. 'SEC. TYPE OF BUSINESS PAYMENT RECEIVED ARCO CONSTRUCTION CORP 196 GENERAL BUILDING CONTRACTOR BY TAX COLLECTOR Worker(s) I CGCISOS163 $45.00 09%13/2013 FPPU05-13--004141 This Local Business Tax Receipt onto confirms payment of the Local Business Tax. The Receipt is not a license, permit, or a certification of the holder's qualificatimm to do business. Holder must comply with any governmental or noagovemmental rogulatory laws and requiremeMs which apply to the business. The RECEIPT NO. above num be displayed on all commercial vehicles - Miamf4ade Code Sec 6a-276. For more intormatioa, visit Ywvw.miami0a6.aovAgHgllac1w JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION * * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW * * CONSTRUCTION INDUSTRY EXEMPTION This Certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 4/3/2013 PERSON: JENSEN FEIN: 650353747 BUSINESS NAME AND ADDRESS: ARCO CONSTRUCTION CORP 1665 NE 137TH TERRACE NORTH MIAMI FL 33181 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR EXPIRATION DATE: 4/3/2015 LESTER Pursuant to Chapter 440.05(14), F.S., an officer of a corporation who elects exemption from this chapter by filing a certificate of election under this section may not recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S., Certificates of election to be exempt... apply only within the scope of the business or trade listed on the notice of election to be exempt. Pursuant to Chapter 440.05(13), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for Issuance of a certificate. The department shall revoke a certificate at any time for failure of the person named on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)413-1609 CERTIFICATE OF LIABILITY INSURANCE °��`""� TYPE OF INSURANCE fl6/04/14 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY ARID CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. 3 IMPORTANT: if the certificate holier is an ADDITIONAL INSURED, the Pofnll(twi must be endorsed. if SUBROGATION is WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement, A statement on this certificate does not confer rights to the certificate holder In lieu of such endorsernant(s). PRODUCER tJMITS H.G. Hddam fturance561 434-4451 (561) 434-3505 3830 Jog Road hoklam.00m Lake Wath, FL 33487 i Phone 561) 4344451 Fax 561 434-3505 INSU AFFOROM COVERAGE NAIC 9 INSURERA: Federated National Insurance Co INSURED Arca ConstrueWn CagOra$on B: INSURER C. I MSU D : ( 1665 NE 37th Ter INSE N Miarru, FL 33181 5561 F: AUTOMOBILE LIABILITYSINOLE E !! ANY AUTO!BO �I--^- AUTOS NED it AAUU9'OS NONtil HIRED AUTOS r7l NEt3 L.� AUTOS ALiTOS % V V G"^%=17 ;.MK I tI'R:A it PlIJMBEK:. REViSfCSAI Ni_lMRFR- THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. SHOULD ANY OF THE ADM DE3CRlBEl) POLICIES 89 CANCELLED BEFORE TYPE OF INSURANCE ADtxJgct POLICY NUMB WITH THE POLICY PROVISION& Miami Shores, FL 33138 tJMITS A I GENERAL L IAeaurYoccURR COMMERCWL GENERAL LIABILTYDAMA % lt` CLAIMS -MADE %' OCCUR N N �L-�Q��S��Q i% 06105f2014 i I 06I05l20i5 E s 300,000.00 PREMISES RENTED (FAocogre�g j S 100,000.00 _ MED Exp (Any one aers�+I s 5,000.00 � L PERSONAL & AoV INJURY i S 300,000.00 �= 1 GENL AGGREGATE LUT APPLIES PER: POLICY !.._.I PRO- El LOC GENERAL AGGREGATE S 600,600.00 PRODUCTS - COMPIOP AGG , S 6W,OW.00 S y I AUTOMOBILE LIABILITYSINOLE E !! ANY AUTO!BO �I--^- AUTOS NED it AAUU9'OS NONtil HIRED AUTOS r7l NEt3 L.� AUTOS ALiTOS I 1 iBODILY t I LIMIT I DILY INJURY (per WW) I S INJURY (Perms $ S Y .S UMBRELLA LKSOCCUR ? EXCESS LIAS }_^ CLAIMS -MADE ; EACH OCCURRENCE s I AGGREGATE $ DED El ON S g WiMYIS COMPENSATION AND EMPLOYERS' LIALBLIIY Y i N ANY PROPRIETORIPARTNERtIXECUTiVE f OFFI EMBER EXCLUDEDO I (arFI�N Wd MION OF OPERATIONS belft i N / A i i i I - vs+C STATII- OTH _LAM E.L EACH ACCIDENT s _ E.L. DISEASE • EA EMPLOYEE S -- E.L =EASE • POLICY LIMIT S 1 i � DESCRIPTION OF OPERATIONS I LOCATIONS t VEHICLE$ (Attach ACORD 101, Ac ioa>al Rsma ft SdwduK 9 more spats Is requk*Q CGI, 1565163 , %,CK I trIVA I C MVLUER CANCEL LATUNM ACORD 28 (2(I1wos) tai= The ACORD 0 CORD CORPORATION. AH rights reserved. nanw and op are registered !narks of ACORD SHOULD ANY OF THE ADM DE3CRlBEl) POLICIES 89 CANCELLED BEFORE Miami Shores Village Bldg DW THE EXPIRATION DATE THEREM NOTICE WILL 13E DELIVERED IN 10050ACCORDANCE NE 2r -d Ave WITH THE POLICY PROVISION& Miami Shores, FL 33138 AUTHORIZED REPIUMENTATIVE ACORD 28 (2(I1wos) tai= The ACORD 0 CORD CORPORATION. AH rights reserved. nanw and op are registered !narks of ACORD �..F' D MiamiShores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers'Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company. Therefore. You may be personally liable for the worker compensation iniuries of any person allowed to work under this permit Please check with your insurance carrier since most property insurance policies DO NOT cover this type of liability. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Owner Print Name: e�f l Signature: State of Florida ) County of Miami -Dade) Sworn to aild subscribed before me th}s`� dayof , 20 }c�, By �* - � SEAL Type of Identification produced ..... • :cah W""M Contractor Print Name: Signa State of Florida ) County of Miami -Dade) Sworn to and subscribed before me this day oQ) a , 20)� By ­L/ / of -.Notary Public State o Florida Joanna M Feliciano Miami shores Village Building Department CITY 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 0 y Fax: (305) 756.8972 C /Ie//y Permit No: PcIt-1-1350 Structural Critique Sheet Page 1 of 1 r `� � 1.erE=`�•- �.. (P�^�' fi1'-E'.�1.7� (.tsb � + � Wl.lzt.-�t�'Fi7.t/1 p t4 v vn Gv a u dar cel J o t,� STOPPED REVIEW S y vNo« `f KY-A,-� Ce-tU.,—V-0 0--C-9- Plan review is not complete, when all items above ad corrected, we will do a complete plan rev w. bv� If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re -submittal drawings. V /J -� � Mehdi Asraf %,Y4-v'� LOcal Business Tax 'Receipt Miami -Dade County, State of Florida -THIS IS NOTA BILL" 00 NOT PAY 2758275 BUSINESS NAME/LOCATION RECEIPT NO. EXPIRES ARCO CONSTRUCTION CORP RENEWAL SEPTEMBER 30, 20'15 1665 NE 137 TERR 2889732 Must be displayed at place of business' NORTH MIAMI FL 33181 Pursuant to County Code Chapter $A Art. 9 & 14 OWNER SEC. TYPE OF BUSINESS ECEIVED ARCO CONSTRUCTION CORP 196 GENERAL BUILDING CONTWTOR PAYMENT CGCi 5U51Chi BY TAX COLLECTOR Worker(s) 1 $45.00 09/11/2014 CREDITCARD-14--036680 This Local Basin= Tax Receipt only confirms payment of the local Business Tax. The Receipt is not a license, permit or a codification of the holder's qualifications. to do business. Holder must comply with any gouenuffiSatal'" or ewngovernmentaf regulatory laws and ragaircenems Which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami -Dade Cade Sac Ra -276. For more information, visit wwwj&gda_0"Lq Wjg%latxor Mar 26 02 10:30a Sunshine Brokerage 9549650137 p.2 LAND Z'"" SURVEY FOR: fEDERAI i MORTGAGE ASSOiIATES INC:. n RICK & PHILOMENE REMONVIL DESCRIPTION The West !I of Lot 5 and all of Lot 6 Block 133 "MIAMI SHORES SECTION NO. 6", according to the plat thereof recorded in Plat Book 10 Page 39 of. the. Public. Records of Dade Count., Florida. PROPERTY ADDRESS 142 N.W.. 94 Street Miami Shores, Florida 01 0P -T10 N AL-TTC-M rlaZ Architectural Products Groap RUSTIC COLLECTION MATERIAL: As noted in tables FINISH: Textured powder -coated flat black paint INSTALLATION: • Use all specified fasteners. See General Notes. CODES: See page 12 for Code Reference Key Chart. STRAP TIES Ft 1° �"�► Uplift Min. I _ Typical OT/OHT Installation 1. Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2.Allowable loads are based on parallel -to -grain loading and a minimum member thickness of 31d with machine bolts in single shear. Straps must be centered about splice joint and bolt edge distances must meet NDS minimum requirements. 3. Designer must determine allowable loads when combining bolts parallel and perpendicular to grain. BEAM TO COLUMN TIES Dimensions Bolts Dime into;I Bolts ' AllowabletoadWI Allowable Leads " Model Modes Ga W TensionlUp}}fl ' Tension/Uplift L WDia No. 39/1. Ref® Distans 5/a 4200 3 OCB48 Ref; 39/+s S 12 2 12 1 4 1 1h 1565 (1691100) 51h 7 2% 4 2 31h 21115 1/2 OHS135 " 7 6 1 +X 4 -Y4 5, 170 OHS195 7 6' 191h $ 3/a " 10085" OT Ft 1° �"�► Uplift Min. I _ Typical OT/OHT Installation 1. Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2.Allowable loads are based on parallel -to -grain loading and a minimum member thickness of 31d with machine bolts in single shear. Straps must be centered about splice joint and bolt edge distances must meet NDS minimum requirements. 3. Designer must determine allowable loads when combining bolts parallel and perpendicular to grain. BEAM TO COLUMN TIES I. OL, OHL, OT and OHT must be installed in pairs with machine bolts in double shear. A single part with machine bolts in single shear is not load -rated. 2. Allowable loads are based on a minimum member thickness of 31h'. 3. OT, OHT loads assume a continuous beam. HEAVY ANGLES Model No. Ga Dimensions Bolts Code Rat. Minimum Boll OHA33 7 31/a 3 2 3/4 Allowable Leads " OHA36 7 Modes Dimensions Emla Edge `Bolls Tension/Uplift F) Code No. 39/1. 51h Distans 5/a 4200 3 OCB48 Ref; 39/+s _WF-91 L di dz I Oty Dia (1461160) (1691100) 51h OL 12 2 12 12 2 31h 5 1/2 1435" 565 71/2 OHL 7 21/2 12 12 21/2 43/e 5 5/a 1535 565 2 OT 12 2 12 12 2 3'h 6 1h 2585 815 170 OHT 7 21h i2' 12 721h. 4s 6 4040 " 2585 815 OCC88 I. OL, OHL, OT and OHT must be installed in pairs with machine bolts in double shear. A single part with machine bolts in single shear is not load -rated. 2. Allowable loads are based on a minimum member thickness of 31h'. 3. OT, OHT loads assume a continuous beam. HEAVY ANGLES Model No. Ga Dimensions Bolts Code Rat. W L Qty Ola OHA33 7 31/a 3 2 3/4 OCB44 OHA36 7 31/8 6 4 3/4 180 COLUMN BASES Modes Na Go Dimensions W1; Wz Bolts qty Dia Allowable Uplift Leads (160) God# Ref. OCB44 3 39/+a 3+h 2 5/a 4200 H OCB46 3 39/1. 51h 2 5/a 4200 3 OCB48 3 39/+s 7% 2 Sib 4200 1465 DCB66 3 51h 514 2 Sib 4200 170 OCB68 3 51/2 71/2 2 5/8 4200 '3 OCB88 3 71h 71h 2 3/4 6650 4040 OCB810 3 7% 91h 2 3/4 6650 71h COLUMN CAPS W 05.2 J__ OS 005 OHS 1, Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2. Minimum side cover for full loads is 3" for CB's. 3. Install with bottom of base flush with concrete. 4. Post bases do not provide adequate resistance to prevent members from rotating about the base and therefore are not recommended for non top -supported installations (such as fences or unbraced carports). Model No. Ga Softs Dfmansions Boils Beam Post Allowable Leads Upliff ". Down Code treader Joist�tr WY Wz L H Qty I Dia Qty Ola j166) (146) 1270 OCC44 3 3% 3% 9 41h 2 1 5/. 2 5/a 1465 15310 OU410 OCG46 3 35/8 51/2 12 71/2 4 5/a 2 5/8 2800 24060 6-3/4 OCC66 '3 51f2 I 51h 12 71h ' 4 `5/a 2 ' Sia 4040 34250 170 OCC68 3 51h711h .51h. 42 71h "4 5/a 2 s 4040 " . 37810 OU610 OCC88 3 71h 71h 15" 71h 4 3/4 2 3/4 7440 54600 6-W, , 1. Allowable uplift loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2. Downloads are determined by nominal sawn beam allowable bearing at 625 psi on seat area; reduce where shear value of beam, end bearing value of post, UR of post, or other criteria are limiting. 3. Post sides are assumed to lie in the same vertical plane as the beam sides. 4. For end conditions specify OECC. JOIST HANGERS 1° �•�:.� Min. �. OU (7 go) Uplift OCC (3 ga) OCB (3 ga) n Qr 0 M lot a i. Load values allowed assume a carrying member of not less than 31h". 2. Roof loads are 125% of floor loads unless a limited by other criteria. Floor loads may be adjusted for other load durations according to the code provided they do not exceed those in the roof column. 3. Additional glulam beam widths are available. Add an "X" to the name and specify width, i.e. OU68X, W = 5.25. 4. Skew and slope options not available. 179 Dirmsusiens Softs Almwable Lomis'R Model No. yy H treader Joist�tr C OU46 39/16 5 2-3/4 1-3/4 685 1270 1590 OU48 39A6 7 4-3/4 2-3/4 1365 2545 3175 OU410 39/16 9 4-3/4 2-3/4 1365 2545 3175 OU412 39A6 11 6-3/4 3-3/4 2050 3815 4765 OU414 39/16 13 6-3/4 3-3/4 2050 3815 4765 01168. .51h. "7 4-f4 -2-sfx " fifi 2545 "3175 ' 170 OU610 51h9 4 3l4.. 21'4 1365 "545 ...3i75" OU612 > 51/a" > " 11, 6-W, , 3 3r`i 20$0 3615.. 4765"' (1U6i4 51h 13 6-314` 314 2050 ;3815 4766 ? OUB10 71h 9 4-3/4 2-3/4 1365 2545 3175 OU812 71h 11 6-3/4 3-3/4 2050 3815 4765 OU814 71/2 13 6-3/4 3-3/4 2050 3815 4765 n Qr 0 M lot a i. Load values allowed assume a carrying member of not less than 31h". 2. Roof loads are 125% of floor loads unless a limited by other criteria. Floor loads may be adjusted for other load durations according to the code provided they do not exceed those in the roof column. 3. Additional glulam beam widths are available. Add an "X" to the name and specify width, i.e. OU68X, W = 5.25. 4. Skew and slope options not available. 179 kJ Lv r_ I 6� F A Y tom; ► U i,i_ C O L c.J til A -To Lmhim", 1 DsnA..M. N....... CLASSIC COLLECTION MATERIAL: As noted in tables FINISH: Textured powder -coated flat black paint INSTALLATION: • Use all specified fasteners. See General Notes. CODES: See page 12 for Code Reference Key Chart STRAP TIES CArA Ccs HSTPCMM ++' I C, 0 C,, n 1,1 21fz° HST2PC & HST5PC HST2PC HST5PC Pf 31HST3PC & HST6PC HST3PC HST6PC HST2PC 7 1 212211/a 1 6 1 5/a 5220 7 HST5PC 7 5 21% 12 1 5/a 10650 14, HST3PC 3 3 251/2 6 3/4 7625 L19, F2 HST6PC 3 6 2512 12 3/4 15360 t1�J1ti1F1 180 1. Allowable loads have been increased 60% for wind or earthquake loading with no further increase allowed; reduce where other loads govern. 2. Allowable loads are based on parallel -to -grain loading and a minimum member thickness of 31/2" with machine bolts in single shear. Straps must be centered about splice joint and bolt edge distances must meet NDS minimum requirements. 3. Designer must determine allowable loads when combining bolts parallel and perpendicular to grain. BEAM TO COLUMN TIES I- L—'1 W1111VI PSPCw PS21 PS720PC 3i" 1W C SIMPSON StrongTie 1" A F► �, U Min. 1 I. , plift -_ Typical 1212HLPC Installation (1616HLPC similar) r A-4 Uplift 1. 1212HL, 1616HL,1212HT and 1616HT are to be installed in pairs with machine bolts in double shear. A single part with machine bolts in single shear is not load -rated. 2. Allowable loads are based on a minimum member thickness of 312". 3. 1212HT, 1616HT loads assume a continuous beam. COLUMN BASES Model No. Qa Dimensions W1 Wi Bolts Qty I Dia Minimum Bolt odo CReC � Alloarahle 0861.2 7 Model Ga Dimensions End & Edge ` Bolts Teosion/tlpllit Ft Coda No. 51h 2 % Distances 7 CB48PC 7 Ref. 7% 2 W H L df d2 ,Qty Dia t1�J1ti1F1 (10011$0) 51h 1212HLPC 7 21/2 12 12 21/2 43/8 5 5/e 1535 565 2 1616HLPC 7 212 i6 16 212 43/a 5 5/a 1535 565 3/4 1212HTPC 7 2'h 12: 12 21/2 4% ' 6 5/a 2585 8t5 170 1616HTPC 7 21h 18 16 21h 49e 6 §a 2585 815 12730 1. 1212HL, 1616HL,1212HT and 1616HT are to be installed in pairs with machine bolts in double shear. A single part with machine bolts in single shear is not load -rated. 2. Allowable loads are based on a minimum member thickness of 312". 3. 1212HT, 1616HT loads assume a continuous beam. COLUMN BASES Model No. Qa Dimensions W1 Wi Bolts Qty I Dia Allowable Tension Leads (160: odo CReC � CB44PC 7 39/is 312 2 5/a 4200 Qy CB46PC 7 39/16 51h 2 % 4200 7 CB48PC 7 39116 7% 2 % 4200' 3% CB66PC 11 61/2 51h 2 Sr6 4200, I L8 CB68PC 5!✓ 5* 712 2 5/a 4200 .. CB88PC L20, wcc88pc 71/2 2 3/4 6650 51h' CB81OPC 3171/2 14865 91/2 2 3/4 6650 —7-10-712 tasrc COLUMN CAPS Typical 1212HTPC Installation (1616HTPC similar) MEGPC without Top Flange MEGPC Model Na. Ga with no further increase allowed; reduce where other loads govern. Dimensions: 2. See page 51 for glulam beam sizes. Add PC to the model, i.e. CB5-6PC. Botts Allowable Laads Beam Post ilpiift Dowrt,. ilei. 3. Downloads are determined using Fc perpendicular equal to 625 psi on seat area; 4. Install with bottom of base flush with concrete. Wt Ws L H Qy fila Qty Dia Ntahoat Top, Flange (100) (125) CC44PC 7 35/a 3% 7 4 2 % 2 1 5/a 1465 15310 2 3/4 CC46PC 7 3% 512 11 61/2 4 5/a 2 5/a 2800 24060 112, CC66PG 7 5!✓ 5* ,It 61h 4 .�'a 2 � ;4040 .. ; 30250". L20, wcc88pc 7 51/1 7 11 51h' 4' Sla: 2> % . 4040. 14865 378166 F11 67/8 3 —7-10-712 4 13 T 4 3/4 2 3/4 7440 54600 11865 1. Allowable loads have been increased 60% for wind or earthquake loading 1. Allowable loads have been increased 60% for wind or earthquake loading with with no further increase allowed; reduce where other loads govern. no further increase allowed; reduce where other loads govern. 2. See page 51 for glulam beam sizes. Add PC to the model, i.e. CB5-6PC. 2. Post sides are assumed to lie in the same vertical plane as the beam sides. 3. Minimum side cover for full loads is 3" for CB's. 3. Downloads are determined using Fc perpendicular equal to 625 psi on seat area; 4. Install with bottom of base flush with concrete. reduce where end bearing value of post, UR of post, or other criteria are limiting. 5. Post bases do not provide adequate resistance to prevent members 4. See pages 55 for glulam beam saes and end conditions. Add PC to the model, i.e. CC3'/4-4PC. from rotating about the base and therefore are not recommended for 5. Column caps for end conditions available to order, add an "E" to the start of the model non top -supported installations (such as fences or unbraced carports). number. See page 55 for load values. BEAM HANGERS MATERIAL: Top flange -7 ga, Stirrups -7 ga. 1. Allowable loads assume a 512" carrying member. 2.Specify desired height, minimum height listed in the table. 3.Glulam widths listed in table. To specify other widths add an X to the name and specify. 4. See Glulam Connectors section of this catalog for additional information on these products. 5. Refer to page 114 footnote #4 For triangle theory explanation. f?imensiuns '-Bolls AUowabfe;Loads Mode(, No.. Min. -TF ,Header Qty Die joist Qty #iia Ntahoat Top, Flange (100) (125) NoTr(ugie Theory . (100) (125j iriangtt Theory (100) (125 .Code .Rel: LEG3PC 3% 9 212 4 3/4 2 3/4 3465 4330 12675 13215 11865 12730 LECa5PC 5% 9 21/2 4 3/4 2 `-314 , 346#5 4330 16290 16290 11865 1273(1 MEG50C 51/4 9 21h 6 3/4 2 3/4 517(1 6460 19710 19710 113670 14865 119 F18 LEG7PC 67/8 9 21/2 4 3/4 2 3/a 3465 4330 16290 16290 11865 12730 MEG7PC 61/a 9 212 6 3/4 2 3/4 5170 6460 19710 19710 13570 (4865 1. Allowable loads assume a 512" carrying member. 2.Specify desired height, minimum height listed in the table. 3.Glulam widths listed in table. To specify other widths add an X to the name and specify. 4. See Glulam Connectors section of this catalog for additional information on these products. 5. Refer to page 114 footnote #4 For triangle theory explanation. 156 ul,-gicia PvLI4'1 (z clef -►350 ►Yz til CA45i t3EAM fo straps & nes HSeismic & Hurricane Ties ,r These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tire for details. 1. Loads have been increased 60% for wind or earthquake loading with Model No, Ga Raftersif Truss Fasteners To Plates " To studs DF/SP Allowable Loads Lateral Uplift (160) (160) F� F2 Uplift Load with 8dxl%Nails (160) " SPF/HF ABourahis Lorluls tateral�" Uplift (160) rj60) Ft F2 ttptiif load wlth " 81#xi -e Nails (� Ref bearing enhancement loads (seepage f91 for details). H1 18 6-8dx11h 4-8d — 585 485 165 455 400 415 140 870 Pi 006 H2 18 �5-8d — 5-8d ' " 335 — - 335 230 " " 230 117, L22, F16 H2A 1,12.5 1§ 18 " 5-8d 2 8dx1Y 5-8d 5- Sdslhe — 575,. 415 134 150 55 ;— 150 495 365 130 130 365 IP1, F25 117, L22, F16 H2.5A 18 5-8d 5-8d — 600 110 110 4$0 535 110 110 480 117, F16 H2.5T 18 5-8d 5-8d — 545 135 145 425 545 135 145 425 IP1,F25 H3 18 4-8d : 4-8d e —455 125 160 415 320 105 " 40 290 H4 20 4-811 4-8d 360 165 160 360 235 140 135 117, L22, Fib H5 18 4-8d 4-8d — 455 115 200 455 265 100 170 265 H6 16 — 8-8d 8-8d 950 — — — 820 — — — H7Z 16 4-8d 2-8d 8-8d 985400 — 845 345 117,F16 H8 18 5-10dx11h 5-10dx1�h 745° 75 630 565 75 510 F26 H10 18 8-8dx11h 8-8dx11h — 995 590 285 — 850 505 235 — 117,F16 H10A 18 9-10dx11h 9-10dx11h — 1140' 590 285 — 1015 505 285 — 117, F25 H10S910 18 8-8dx11h 8-8dx11h7° 8-8d 1010 660 215 550 870 570 185 475 IPI, F25 H10 2 18 6-10d 6-10d — 760 455 395 — 655 390 340 — 117, F16 H11Z 18 6-16dx21h -6-16dx21h — 830 525 760 715 450 665 170 H14 18 12-8dx11h 13-8d — 1350' 515 265 — 1050 480 245 — Q 12-8dx11h 15-8d — 1350' 515 265 — 1050 480 245 — IPI, F25 1. Loads have been increased 60% for wind or earthquake loading with 6. Hurricane Ties are shown installed on the outside of the wall for clarity and assume a minimum no further increase allowed; reduce where other loadsgovern. overhang of 31h" installation on the inside of the wall is acceptable (see General Instructions for 2. Allowable loads are for one anchor. A minimum rafter thickness of 21h" must be used when framing anchors are installed on each side the Installer notes u on page 14). For uplift Continuous Load Path, connections in the same area (i.e. truss to plate connector and plate to stud connector) must be on same side of the wall. of the joist and on the same side of the plate (exception: connectors installed such that nails on opposite sides don't interfere).8. 7, Southern Pine allowable uplift loads for H1 OA =1340 lbs. and for H14 =1465 lbs. 3. Allowable DF/SP uplift load for stud to bottom plate installation Refer to technical bulletin T-HTIEBEARING for Hi, H10, HI OS, H10-2, HI 1Z, H14 allowable (see detail 15) F lbs. 390 lbs. 360 lbs. (H4) and bearing enhancement loads (seepage f91 for details). r S F vale; 310 lbs. (HS). For SPF/HF values multiply these values by 0.86. y these; 9, HI can have the stud offset a maximum of 1" from rafter center to center for a ( ) 4. Allowable loads in the F1 direction are not intended to replace reduced uplift of 890 lbs. (DF/SP), and 765 lbs. (SPF). diaphragm boundary members or prevent cross grain bending of 10. H1 OS nails to plates are optional for uplift but required for lateral loads. the truss or rafter members. 11. NAILS:16dx21h = 0.162' dia. x 21h" long,1 Od = 0.148" dia. x 3" long, 5. When cross -grain bending or cross -grain tension cannot be avoided 10dx11h = 0.148" dia. x 11h" long, 8d = 0.131" dia, x 21h" long, Bdx11/z = 0.131" dia. x 11h" long. in the members, mechanical reinforcement to resist such forces may be considered. See page 16-17 for other nail saes and information. F2 Pi 006 e If0 © a - O H2A Installation Hi Installation H2.5 Installation H2.5A Installation H2.5T Installation (H2 similar) (Nails into both top plates) (Nails into both top plates) (Nails into both top plates) Q H2.5T Installation oo� o; p0 O H4 Installation (Nails into upper top plate) H3 Installation (Nails into upper top plate) H51 1W H5 (Nails into both top plates) 0 H4 Installation (H2.5 similar) (see footnote 3) Stud ' H6 6to Plate Installation ® H6 Stud to Band Joist Installation Use a minimum of two 8d nails this side of truss (total four 8d nails into truss) W F1 Two ad nails into plates. Eight 8d nails into studs ® H7Z Installation U L II t c A Z-P-�*( WW Li VL - i Li2 N w q q 5c-, Decks & Fences NEW! The DTT2Z is a safe, cost-effective way to attach deck -railing posts to the deck framing. Because the post is tied back into the deck joists, rather than to the rim joist alone, the connection is stronger than typical through -bolt installations and complies with IRC and IBC code requirements regarding hand- rail and guardrail post connections for decks. The DTT2Z also complies with the new IRC requirements for laterally tying the deck to the house. Additionally, the versatile DTT2Z is load rated as a holdown for light-duty shearwalls and braced wall panel applications. The DTT2Z fastens easily to a single 2x joist or stud using Simpson Strong -Tie® Strong -Drive° screws (SDS) (included) and accepts a 1/z" machine bolt or anchor bolt. The HD2AHDG holdown has been tested as a lateral anchor for the guardrail post connection. See technical bulletin T-HDAGDRL06 for more information and installation details (see page 191 for details). The HD2AHDG is also load rated as a holdown for light duty shearwalls and braced wall panels. MATERIAL: DTT2Z-14 gauge; HD2AHDG Body -12 gauge, Base -7 gauge FINISH: DTT2Z—ZMAX coating; HD2AHDG—HDG and may be ordered galvanized; see Corrosion Information, page 10-11. INSTALLATION: Use all specified fasteners. See General Notes. OTT2Z • A standard cut washer (refer to General Notes) must be installed between the nut and the seat. • Simpson Strong -Tie SDS screws install best with a low speed high torque drill with a 3/a" hex head driver. H02AHDG • Bolt holes shall be a minimum of 1/32" to a maximum of 1/1e" larger than the bolt diameter (per NDS, section 11.1.2). • A washer is not required between the base plate of the holdown and the anchor nut. • Locate on wood member to maintain a minimum distance of seven bolt diameters, distance is automatically maintained when end of wood member is flush with the bottom of the holdown. • Bolts should be snugly tightened. CODES: See page 12 for Code Reference Key Chart. These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strong -Tie for details. OTf2Z Available Early 2009 Model Standard cut washer Antsior ,-L-Decking Minimum AHoWable Tension Lost, No. RF8i4x7H0G) Dlameter Fasteners Wood.Mootber DF/SP SPF/HF (included) in.(typ.) Thickness (100) 1 (16D), (100) sllgk DTT2Z 13/16 1/z 8 -SDS 1/4'xi,h" 11/2 1825 1825 1440 1800 3 2000 2 45 1440 1835 HD2AHDG 17/a §6 24� 11/2 1220 ' 1500 1040 1610 ' 3 2175 2455 1950 2245 1. The allowable loads have been increased 60% for wind or earthquake loading with no further increase 2. Installations shown are for post to joist connections, however these products can be used as a holdown or tension tie for other applications. 3. Load values are valid if the product is flush with the end of the framing member or installed away from the end. WTVIYO;( SIMPSON Strong;. e 4 - yJ Standard cut washer machine boos or threaded rods with ,-L-Decking Zd washers mpson nut and seat notprovided) RF8i4x7H0G) SDS 1/4"x11/2 /4x4postws (included) in.(typ.) 1h' diameter HDG Standard cut washer machine boos or threaded rods with required between Zd washers mpson nut and seat notprovided) RF8i4x7H0G) DT12Z installed ac a lateral rnnnertnr The DPTZ Deck Post Tie products are used to attach 2x4 (DPT5Z) or 44 (DPT7Z) vertical posts to the side of stringers, rims or other wood members. MATERIAL: 14 gauge FINISH: ZMAX® coating; see Corrosion Information, page 10-11. INSTALLATION: • Use specified HDG fasteners. See General Notes. • Install in pairs at a recommended minimum center to center spacing of 5'. • Install with two 3/V through bolts into side member and 5-10dx11h to post for DPT5Z or 5-10d for DPT7Z. HD2AHDG installed as a lateral connector for a deck guardrail post. o DPT7Z (DPT5Z similar) Typical DPT7Z Stairway Installation (DPT5Z similar) 165 Main Wind Force Resisting System - Method 1 h!5 60 ft. Figure 6-2 (cont'd) Design Wind Pressures Walls & Roofs Enclosed Buildintrs Simplified Design Wind Pressure, p.30 (psf) (Exposure a at h = 30 ft., Kn = 1.0, with 1= 1.0) Basic Wind Speed (mph) Roof Angle (degrees) u� %d S Zones Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H EOH GOH 0 to 51 1 24.7 -12.9 16.4 -7.6 -29.7 -16.9 -20.7 -13.1 -41.7 -32.7 10° 1 28.0 -11.6 18.6 -6.7 -29.7 -18.2 -20.7 -14.0 -41.7 -32.7 15° 1 31.1 -10.3 20.7 -5.9 -29.7 -19.4 -20.7 -14.9 -41.7 -32.7 125 M. 1 34.3 -9.0 1 22.9 -5.0 -29.7 1 -20.7 -20.7 -15.7 -41.7 1 -32.7 250 1 2 31.0 ----- 5.0 1 22.5 5.1 --- -13.8 -5.2 -18.8 -10.2 -10.0 -1.4 -15.1 -6.5 -25.7 -21.9 30 to 45 1 2 27.9 27.9 19.1 19.1 22.1 22.1 15.2 15.2 2.2 10.7 -16.9 -8.4 0.8 9.3 -14.5 -6.0 -9.8 -9.8 -11.2 -11.2 0 to 5° 1 26.8 -13.9 17.8 -8.2 -32.2 -18.3 -22.4 -14.2 -45.1 -35.3 10° 1 30.2 -12.5 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 1 -45.1 -35.3 151 1 33.7 -11.2 22.4 -6.4 -32.2 -21.0 -22.4 -16.1 -45.1 -35.3 130 20' 1 37.1 -9.8 24.7 -5.4 -32.2 -22.4 -22.4 -17.0 -45.1 -35.3 25 1 2 33.6 ------ 5.4 ------ 24.3 ------ 5.5 - -1 -14.9 -5.7 -20.4 -11.1 -10.8 1 -1.5 -16.4 -7.1 -27.8 -23.7 ------- 30 to 45 1 2 30.1 30.1 20,6 20.6 24.0 24.0 16.5 16.5 2.3 11.6 -18.3 40 0.8 10.0 -15.7 -6.4 -10.6 .10.6 -12.1 -12.1 0 to 51 1 31.1 -16.1 20.6 -9.6 -37.3 -21.2 -26.0 -16.4 -52.3 -40.9 10° 1 35.1 -14.5 23.3 -8.5 -37.3 -22.8 -26.0 -17.5 -52.3 -40.9 15° 1 39.0 -12.9 26.0 -7.4 -37.3 1 -24.4 -26.0 -18.6 -52.3 -40.9 140 20° 1 43.0 -11.4 28.7 -6.3 -37.3 -26.0 1 -26.0 -19.7 1 -52.3 -40.9 25° 1 2 ` 39.0 6.3 ------- 28.2 ------- 6.4 ------- -17.3 -6.6 -23.6 -12.8 -12.5 -1.8 -19.0 -8.2 -32.3 ------- -27.5 ------- 30 to 45 1 2 4 35.0 35.0 23.9 23.9 27.8 27.8 19.1 19.1 2.7 13.4 -21.2 -10.5 0.9 11.7 -18.2 -7.5 -12.3 -12.3 -14.0 -14.0 0 to 51 1 33.4 -17.3 22.1 -10.3 -40.0 -22.7 -27.9 -17.6 -56.1 -43.9 10° 1 1 37.7 -15.6 25.0 -9.1 -40.0 -24.5 1 -27.9 -18.8 -56.1 -43.9 15° 1 41.8 -13.8 27.9 -7.9 -40.0 -26.2 -27.9 -20.0 -56.1 -43.9 145 20- 1 46.1 -12.2 30.8 -6.8 -40.0 -27.9 -27.9 -21.1 -56.1 -43.9 250 1 2 ` 41.8 6.8 30.3 6.9 -18.6 -25.3 -13.4 -20.4 -34.6 -29.5 ----- ----- ----- ----- -7.1 -13.7 -1.9 -8.8 --- -- 30 to 45 1 2 4r 37.5 25.6 29.8 20.5 1 2.9 -22.7 1.0 -19.5 -13.2 -15.0 35.7 25.6 29.8 20.5 14.4 -11.3 12.6 -8.0 -13.2 -15.0 0 to 51 1 35.7 -18.5 23.7 AU -42.9 -24.4 -29.8 -18.9 -60.0 -47.0 10° 1 40.2 -16.7 26.8 -9.7 -42.9 -26.2 -29.8 -20.1 -60.0 -47.0 150 1 44.8 -14.9 29.8 -8.5 -42.9 -28.0 -29.8 -21.4 -60.0 -47.0 150 201 1 49.4 AU 32.9 -7.2 -42.9 -29.8 -29.8 -22.6 -60.0 -47.0 V 251 1 241 44.8 - 7.2 ------ 32.4 ------ 7.4 ------- -19.9 -7.5 -27.1 -14.7 -14.4 -2.1 -21.8 -9.4 1- -37.0 - -31.6 - - 30 to 45 1 2 4 40.1 40.1 27.4 27.4 31.9 31.9 22.0 22.0 3.1 15.4 -24.4 -12.0 1.0 13.4 -20.9 -8.6 -14.1 -14.1 -16.1 -16.1 0 to 5° 1 45.8 -23.8 30.4 -14.1 -55.1 -31.3 -38.3 -24.2 -77.1 -60.4 10° 1 -21.4 34.4 -12.5 -55.1 -33.6 -38.3 -25.8 -77.1 -60.4 15° 1 -19.1 38.3 -10.9 -55.1 -36.0 -38.3 -27.5 -77.1 -60.4 t1 V 20° 1 .4 -16.7 42.3 -9.3 -55.1 -38.3 -38.3 -29.1 -77.1 -60.4 251 1 2 ` 57.5 _ 9.3 --- 41.6 ------ 9.5 -- -25.6 -9.7 -34.8 -18.9 -18.5 -2.6 -28.0 -12.1 -47.6 ------- -40.5 - - 30 to 45 1 24 51.5 51.5 35.2 35.2 41.0 41.0 28.2 28.2 4.0 19,8 -31.3 -15.4 1.3 17.2 -26.9 -11.0 -18.1 -18.1 -20.7 -20.7 Unit Conversions -1.0 ft = 0.3048 m; 1.0 psf = 0.0479 kN/m 2 Minimum Design Loads for Buildings and Other Structures 39 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 Repairs to Porch Columns Base: Strap Holdown Connectors 3.5'x 3.5' x 1/4 90' BASE PLATE, 12'H 3.5'Wx1/4' STING 4X47S P.T. LUMNS (3.5"x3.5') 7/8 IS 1/4' CONTINUOUS WELD BEAD AT THE INSIDE 90' ANGLES, SANDED TO SMOOTH. 4' EXISTING 44% P.T. COLUMNS (3.5"x3.5') REPAIR BOTTOM ENDS OF EXISTING 4x4'S AS NEEDED, PRIM TO INSTAL THE HOLDOWN CONNECTORS. 71 T ° a EXISTING CONCRETE q ° FOOTING ° a FRONT VIEW 4' REPAIR BOTTOM ENDS OF EXISTING 4x4'S AS NEEDED, PRIOR TO INSTAL THE HOLDOWN CONNECTORS. T7• m °�-8EXISTING CONCRETE a FOOTING ° CORNER COLUMN MEW — RIGHT CORNER SHOWN (TYPICAL MIRROR, IMAGE FOR LEFT CORNER) NOTES TO CONTRACTOR AND METAL SHOP . 1. INSTALL THREE (3) HOLDOWN CONNECTORS AT THE BASE OF EACH PAIR OF COLUMNS. 2. CONNECTORS SHALL BE STEEL METAL, 1/4' THICK, IN THE STYLE AND DIMENSIONS SHOWN IN THE DETAIL ABOVE. 00 3. METAL SHOP SHALL DELIVER THE CONNEgTOR PIECE$;SANDEG 70:SMOOTH, WITH TWO (2) LAYERS OF FLAT GRAY COLOR PAINT. • • • • • • • • • • • •• ••• •• • • • •• •. . •. . . :9: . . .. . . . . . . • •• • • • • • • • ... . . . . ... . . . . . . . . . . . . • •• •• • • • •• •• ••• • • • ••• • • teal&Sign, Dote Claudio Jofre P.E. #28531 334 NE 102nd. Street Miami Shores — FL. 33138 786-382-1695 ALL CALCULATIONS IN THIS SET COVERED BY THIS S. & SEAL" Sheet 1 , Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 Porch Tie — Beam Repairs tl " • 14 xt$ , 7GA, WITH (4) 3/4 BOLTS• • HOUSE RAFTERS-' •• • • • . • 3x6'S EXISTING RAFTERS IN THE EXISTING N.I.C. — —I— FRONT PORCH, TO REMAIN. Y T — EXISTING TIE BEAM, OLD STRAPS ARE FOUND BROKEN, I 2x10 ROT ® I • • • • • ITE D TERMITE DAMAGE, AND 9'-0" g'-1" g•_0" IT SHALL BE REPLACED WITH 4x10 P.T. SO. PINE 6'-8" 6'-8" T-6" 6,_8tl " 4x4x80 H. P.T. ._ (Right's shown EXISTING 7' O PORCH COL'S. J, J • (2) 3/8"x2.5" TAPCONS. HOUSE y CONCRETE INTERIOR PORCH FRONT VIEW • • • 2. IAFO USE ALL SPECIFIED FASTENERS. 24"x10" FT. W/ 3# 5/8" RE—BARS.12 SCALE: 3/16" = 1'-0' $ 1'-6" 20"x10" FT. W/ 3# 5/8" RE—BARS. k _ 12" "SIMPSON PS418', AT EACH SIDE • • • 3" RX1�STlNG ROOF COPE . • • . • • .. 1. • • • • • PROVIDE NEW STRAPS EQUAL TO tl " • 14 xt$ , 7GA, WITH (4) 3/4 BOLTS• • HOUSE RAFTERS-' •• • • • . • "SIMPSON H2-5", WHEREVER EXISTING N.I.C. — —I— _ — — — — —I . tj` — — DEMOLISH EXISTING TIE—BEAM. OLD STRAPS ARE FOUND BROKEN, I PROVIDE NEW 400 P.T. BEAM. ® I • • • • • ----PROVIDE TEMPORARY SHORE—UP 9'-0" OR DEFECTIVE. THERE ARE lefts AND rights. here.) OF ALL RAFTERS WHILE REPAIRS 7,_6tl OF TIE BEAM IS IN PROGRESS. ._ (Right's shown 1-2X4 PT. O 200 PIECE FASTEN TO SLAB WITH J • (2) 3/8"x2.5" TAPCONS. HOUSE INTERIOR PORCH • • • 2. IAFO USE ALL SPECIFIED FASTENERS. 24"x10" FT. W/ 3# 5/8" RE—BARS.12 • �. r z $ 1'-6" 20"x10" FT. W/ 3# 5/8" RE—BARS. (EXISTING CONDITIONS TAKEN FROM _ ass} EXISTING CONDITIONS TAKEM FROM ORIGINAL ORIGINAL ARCHITECTURAL PLANSi, II lel! Itl t1=1I! lCl-ill1lT44 I II( i E ARCHITECTURAL PLANS DATED 3-11-47. DATED 3-11-47) i=11 • •• ••• ' PORCH SECTION VIEW 3/16 = 1'-0" STEEL PLATES EQUAL TO "SIMPSON PS418', AT EACH SIDE • • • ... • . • • . • • .. 1. • • • • • PROVIDE NEW STRAPS EQUAL TO tl " • 14 xt$ , 7GA, WITH (4) 3/4 BOLTS• • • • •• • • • . • "SIMPSON H2-5", WHEREVER �— — — — — —I— _ — — — — —I . : : : : :�:�. �r OLD STRAPS ARE FOUND BROKEN, I I ® I • • • • • • • • • • • OR DEFECTIVE. THERE ARE lefts AND rights. here.) ._ (Right's shown O • J • 4x10 BEN • • • 2. IAFO USE ALL SPECIFIED FASTENERS. O ® • •• ••• ' •'• —AROUND ST RAPS.3. DO NOT USE WRAP I I 1I COLUMNS. • • TE'BEAM-4 4. SEE ATTACHED SPECS FOR MORE INFO. LJLJ ..• . • ..•• . CONNECTOR DETAIL :0: :- QSj31QANE STRAP DETAIL NOT TO SCALE .:. : • 11 : 0 . 0 . WT:?O SALE Shoe 2 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 PORCH DECK — HEADER TIE BEAM CALCULATIONS DECK LOADING CONDITIONS LIVE LOAD LL 30 PSF DEAD LOAD DL 15 PSF TOTAL LOAD (PSF) 45 PSF DURATION FACTOR 33% WIND LOADS Exposure Category "C" Mean Roof Ht = 9.5' Building Category II 2. Wind Velocity 175 mph ASCE 7-10 FBC 2010 UNIFORMLY LOADED BEAM IN BENDING RECTANGULAR WOOD BEAM SUPPORTED ON BOTH ENDS, LOADED EVENLY, WHEN: 1. Load on beam = 1,823 lbs. 2. Span of beam = L= 9'-0" 3. Roof deck width= 6' 4. Roof Overhang = 1.5' 5. Combine LL+ DL = 45 PSF DECK 6' '0" OVERHANG EXIST. LOAD BEARING WALL ROOF OVER PORCH COLS. 4'=6" 6., •. ... .. ,. .. 16' • ••• • ••• •• • ... . .. . % . . . . • • .. . . . . . . . .. ... .... • • •• • • • A: COMMENT. BLDG. DEPT. OFFICIAL ISMAEL NARANJO 9-09-14 • • • • • • • 0:0 •• • • • •• •• • • • •• •• ••• • • • ••• • • PORTION OF ROOF BEARING ON THE BEAM. COLS. r Sheet 3 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 Beam Load Calculation — Continuation A) BEARING LOAD ON THE BEAM = 9 X 4.5 = 40.5 S. F. W = 40.5 X 45 PSF = 1,822.5 lbs. B) MAXIMUM BENDING MOMENT FORMULA Mmax = W L / 8 Mmax = (1,823 x 8) / 8 Mmax = 14,584 / 8 Mmax = 1,823 Ft/Lbs C) FIND SECTION MODULUS REQUIREMENT. Divide maximum bending moment in inch—pounds by allowable fiberstress for the wood grade. Section Required = Mmax x 12 / Fb Sreq = (1,823 x 12) / 1150 lbs/ Sq in. Sreq = 21,876 / 1150 PSI Sreq = 19. 02 inches3 Sreq = 20 in3 3 D) SELECT A BEAM WITH A SECTION MODULUS OF 20 IN + Formula for determining section modules for a rectangular beam : S = b (dxd) / 6 TRY 4x10 (actual dims: 3.5" x 9.25") S = 3.5 (9.25x9.25) / 6 5=3.5x85.5/6 3 S=299/6=49 in . ......... . .. ... .. . .. .. E) CHECK SAFETY FACTOR: S=i9•Ctl. In.�1; ��• Cu; -Ili ; • V W • .... ....... . . ..... . ... . ...... . .... .... . . .... . 245% Safety Factor PASS! Sheet 4 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shares - FL 33138 3x6'S EXISTING RAFTERS IN THE FRONT PORCH, TO REMAIN. 27'-0" FRONT -FACING STREET BEAM TO COLUMNS CONECTORS. SIMPSON "PS -418" AT EA. SIDE SEE COLUMNS LOAD BEARING TABLE BELOW. . Il. "0i _■ "_tel, 1* Load Bearing Capacity of Standard Wood Columns (36 KSI Yield) 6' 16 97 10. EXISTING ROOF DECK OVER THE PORCH, TO REMAIN. EXISTING TIE BEAM, (2) 200 WITH ROT AND TERMITE DAMAGE, IT SHALL BE REPLACED WITH 4x10 P.T. SO. PINE TEMPORARY COLUMNS: 0 LBS. X 16 = 9,760 LBS. 2S.f. x 45 = 3,647 LBS 330/3647x100 = 268X PASS! 'ERMANENT COLUMNS: 350 x8 = 10,800 LBS. 800/3,647x100 = 296X PASS! .. ... .. . . . .. Allowable Load in in • Nominal Actual Section Weight Hundreds 334 NE 102nd. Street of Pounds • Size Dims Area (Ib./ft) Unsupported 786-382-1695 Column Length (ft) (in.) (in.) (in.2) 4 6 8 10 2x2 1.5x1.5 2.25 0.25 7.3 4.8 - 2x4 1.5x3.5 5.25 0.75 12.3 8.1 6.1 4.8 2x6 1.5x5.5 8.25 1.70 19.4 12.9 9.7 7.7 30 2.5x2.5 6.25 1.25 14.7 9.7 7.35.8 3x6 2.54.5 13.75 2.90 32.3 21.3 14.9 1 . 3x8 2.5x7.5 18.75 3.23 44.1 29.1 17.4 4x4 3.5x3.5 12.5 2.75 . 19.3 .5 10.1 4x6 3.5x5.5 19.25 .. 3.75 ,.. .29,3 %%3; :3;.l 18.4 6' 16 97 10. EXISTING ROOF DECK OVER THE PORCH, TO REMAIN. EXISTING TIE BEAM, (2) 200 WITH ROT AND TERMITE DAMAGE, IT SHALL BE REPLACED WITH 4x10 P.T. SO. PINE TEMPORARY COLUMNS: 0 LBS. X 16 = 9,760 LBS. 2S.f. x 45 = 3,647 LBS 330/3647x100 = 268X PASS! 'ERMANENT COLUMNS: 350 x8 = 10,800 LBS. 800/3,647x100 = 296X PASS! .. ... .. . . . .. * The above loads ore the allowable loads for a column in • whijh • the load acts Claudio Jofre P.E. #28531 downward alongthe longitudinal axi's of*the cgIurn000 . e 9 ... • .. • 334 NE 102nd. Street • •• • • Miami Shores - FL. 33138 . .. ... • •• .... 786-382-1695 ALL CALCULATIONS IN THIS SET • • • • • • COVERED BY THIS S. & SEAL" • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Sheet 5 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 WOOD COLUMN DESIGN CALCULATIONS FOR TEMPORARY SHORE—UP PORCH POSTS. A) APPLIED AXIAL LOAD LL = 4' x 2' x 45psf x 1.5 = 540 Ibf DL = 4'x 2' x 25psf x 1.15 = 230 Ibf Bm. Wt. = 2 x 4.9' x 1.5plf x 1.2 = 17 IV Col. Wt. =0.86 x 2 x 1.7plf x 1.2 = 4 IV SUM = 791 Ibf B) TRANSIENT LOAD Vu : = 0.7kips Fy. = 36•ksi P: = 7.26kip L: = 2:Oft Mxu: = 0.69 -kip -ft Fy: = 36•ksi Mu := 8.9647 ft.kips Fy. = 36•ksi Input and Notation Mxl: =-0.69 •kip• ft — 15" ,--- P P Myu:= 0.13•kip•ft /MXU /Myu Y -13.5" 1 Y Myl: =-0.13 •kip•ft Kx:= 1.0 K y. = 1.0 Z�— A X_sway. = 0 Y_sway. = 0 d•= 7 0•in d3.5"X dX 3.5" A L Y b b Section A Section A b: = 2.5 • In TEMPORARY PERMANENT COLUMNS COLUMNS MXI My4 T 2"x4" NOMINAL. 4"x4" NOMINAL. P .. ... . . p . . .. .. ... .. . .... C) CALCULATION OF BASIC PROPERTIES. Calculation limited to woods with a� -yie4d:strength less than or equal to 65ksi: Fy : = if(Fy>65ksi, k5ksi, ��y� % Py. 36ksl . .. . :. USE A MINIMUM OF 2 (two) 1/.8@x W .PMIR) TQ CENTER LINE OF COLUMN, EQUALLY SPACED ON THE TOP BEAM AT THE FRDN7: EDGh OF: ROOF DECK. ... . . . ... . . Sheet 6 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 WOOD COLUMN DESIGN CALCULATIONS. D) SECTION PROPERTIES A:= 2 • D • t CROSS-SECTION AREA: A: (2•D•t) + 2•(D -2•t) -t A = 2.45 int SECTION WEIGHT PER UNIT LENGTH: W := A•1.7• Ib W = 4.16 Ib/ft ft -in 2 MOMENT OF INERTIA: I := t•D3 + A•D2 12 4 1:=0.121.8 +2.45.4 1=2.53 in 12 4 SECTION MODULUS: S:=2.1 S=2.5in D RADIUS OF GIRATION: r.=V r= 1.05 in A (cont. from page 7) . .. ....... . . AXIAL STRESS: fa :=••*P••: ••� :fa 1.9 ksi A :0. . .. . . 0.: .. ... . K: = 1.0 E:= 10000iesi Fy- •3tksi*•* B:= 1.08 .... ....... . . . . . . . . .. . . . . S1: =0.32 S2: =1.23 Sheet 7 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 WOOD COLUMN DESIGN CALCULATIONS. (cont. from page 8) D) ANALIZE THE COLUMN: KxL �=51.749 r 2 FE = Ir x E FE = 36.855 ksi J? x0= ( Fy / FE)2 = 0.954 A = 2.45 int ) F= B (1.0 — 0.3.14,]x,0 x V-8-) x (1.0-0.21 AO 0.95 D) AXIAL CAPACITY — FOR OPTIONAL ROUND STEEL COLUMNS PC = F x Fy x A PC = 26.512 kips 2" Round x 1/10" steel column is adequate. F = 0.626 2" ROUND x 1 /10" STEEL COLUMN (OPTIONAL OVER WOOD) IS ADEQUATE: PASS! • • • • • • • • • • • • • • • • • • • • • • • •• ••• •• • • • •• • • • • • • • • • • • ••• • • • • •• • • • • • • •• • • • • • • • •• • • • • • • • • • • • • • • • • • ••• • • • ••• • • Sheet 8 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 FRONT PORCH: WIND LOAD CALCULATIONS a. PORCH FRONT EPA: 72.0 S.F. b. PORCH SIDE EPA: 7.6 S.F. c. PORCH UPLIFT EPA: 153.0 S.F. d. MEDIAN HEIGHT ABOVE GRADE: H= 10.0' e. ANCHOR BOLT EMBEDING: h= 4 1/4- /4"f. f. WIND VELOCITY V=175 (MPH) 1. EPA Porch Front = 2'-8" X 27' = 72.0 S.F. 2. EPA Porch Side = (5-8" x 2'-8") / 2 =7.6 S.F. 3. EPA Porch Uplift = (5'-8"x 27') = 153.0 S.F. ! • zr-V r! FRONT EV1—� SIDE EV2-4 UPLIFT 4. WIND VELOCITY PRESSURE ® 10' -ABOVE GRD. EV1 = 55 PSF. 5. WIND VELOCITY PRESS. ON FRONT = EPA x EV1 = 72.0 x 55 = 3,960.0 LBS. 6. WIND VELOCITY PRESSURE ON SIDE = EPA x EV1= 7.6 x 55 = 418.0 LBS. 7. WIND VELOCITY PRESSURE UPLIFT = PA X EV2 = 153.0 X 55 = 8,415.0 LBS. 8. TOTAL WIND FORCE = Si + Up = 8,833.0 LBS. 9. STRESS MOMENT AT ANCHOR LEVEL = M = 8,833 / 12 = 736.1 FT–LB. 10. SELECT EXPANSION ANCHOR SECTION MODULUS CARBON STEEL EXP ANCHOR AT .875 S.I. SECT. MOD. 11. CHECK AVAILABLE TOTAL TENSION LOAD ("PULL") a) For: 1 ANCH. 0 4 1/4" EMBED IN 2000 PSI CONC = ALLOWABLE T.L. = 1,870 LBS. h) Then: # OF ANCHORS x Allow. Lbs = 12 X 1,870 = =22,440 LBS avail. tens. Id. 12. CHECK AVAILABLE TOTAL SHEAR FORCE ("CUT") a) For: ® 4 1/4" EMBED IN 2000 PSI CONC = ALLOWABLE 3,440 LBS. b) Then: # OF BOLTS x Allow. Lbs = 12 X 3,440 = 41,280 LBS avail. sh. Id. 13. SAFETY FACTOR CAICULA:109:–:1'%tbbl?-LOAD a) Avail Ten. Ld / WiA8 F14e =–' 7 of `sa'fefy b) 22,440 Lb. / 8,833 Lb. = 254.047 x 100 = 254% Safe. Fact. . 0:0 . •o! •• . 14. ACTUAL # OF EXVA; . =4NG+HO4 ;5i-iOMj Int QE IGN DETAIL = 12 = PASS a) :. USE A MIN. OF 12 (12) EXP. ANCHORS 7/8"x6" WITH A 4 1/4" MIN PENETRATION. AT A CRITICAL EDGE DIWAISCE &- 3: 1,4" A V: TO NE CONCRETE STRUCTURE. . . . . . . . . . . . .. .. . . . .. .. Street 9 Owner: Mr. Remonvil, Ulriq 142 NW 94 ST. Miami Shores — FL 33138 CONNECTORS CALCULATIONS, A) BEAM TO RAFTERS CONNECTORS 1. WIND VELOCITY PRESSURE UPLIFT = PA X EV2 = 153.0 X 55 = 8,415.0 LBS. 2. TENSION LOAD AT CONNECTORS LEVEL = (8,415 LB/ 2) = 4,207.5 LBS. 3. LOAD FORCE AT EA. RAFTER TO BEAM= 4,207.5 / 16 = 263 LBS. 4. ALLOWABLE LOAD PER EA. CONNECTOR IN UPLIFT: "SIMPSON H2.5", WITH 8 d x 1 1/2" nails = 415 LBS. 5. VERIFY SAFETY FACTOR FOR LOAD AT 175 MPH. WINDS THEN : 415 / 263 = 1.577 X 100% = 157.8% SAFETY FACTOR ; PASS B) BEAM TO COLUMNS CONNECTORS 1. WIND VELOCITY PRESSURE UPLIFT = PA X EV2 = 153.0 X 55 = 8,415.0 LBS. 2. TENSION LOAD AT BEAM—COLUMN LEVEL = (8,415 LB 0 100%) = 8,415.0 LBS. 3. TENSION. LD FORCE AT EA. COLUMN TO BEAM= 8,415.0 / 8 = 1,052 LBS. 4. ALLOWABLE LOAD PER EA. CONNECTOR IN UPLIFT: "SIMPSON PS418PC", WITH (4) 3/4" 0 CARBON STEEL BOLTS = 5,030 LBS. 5. VERIFY SAFETY FACTOR FOR LOAD AT 175 MPH. WINDS THEN : 5,030 / 1,052 = 4.781 X 100% = 478.1% SAFETY FACTOR ; PASS C) COLUMNS TO FOOTING CONNECTORS : BASE LEVEL CONNECTORS 1. WIND VELOCITY PRESSURE UPLIFT = PA X EV2 = 153.0 X 55 = 8,415.0 LBS. 2. TOTAL WIND FORCE = Si + Up = 8,833.0 LBS. 3. STRESS MOMENT AT BASE LEVEL = M = 8,833 / 8 = 1,104.1 FT --LB. 4. CHECK AVAILABLE TOT. TS. LOAD �(•�f�U�[;�"} a) For: 1 connector type psi to 3" diam P.T. = 2,175 lbs. a) Then: # of connectors x allow. lbs.: 16x2,175 = 34,800 lbs. Tot. Allw. Ts. Ld. 5. VERIFY SAFETY FACTOR 9M f:OA'D•,a`f*175- M�;4 ANDS THEN : 34,800 / 8,833 = 3.939 X 100% = 394% SAFETY FACTOR ; PASS .... ....... . . .. . ..... . ... . ...... . .... .... . . .... . Sheet 10