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RC-14-2364Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-222357 Permit Number: RC -10-14-2364 Scheduled Inspection Date: December 01, 2014 Permit Type: Residential Construction Inspector: Rodriguez, Jorge Inspection Type: Final Owner: ANDRES GARCIA, EDDIE ALVARADO Work Classification: Addition Job Address: 189 NW 99 Street Miami Shores, FL 33138- Phone Number (786)298-8386 Parcel Number 1131010230340 Project: <NONE> Contractor: VIZCAYA ESTATES DEVELOPMENT INC Phone: (786)290-0135 duiming uepanment comments LEGALIZING EXISTING TERRACE REAR OF PROPERTY infractio INSPECTOR COMMENTS False November 26, 2014 For Inspections please call: (305)762-4949 Page 12 of 27 Inspector Comments Passed Failed Correction Needed ❑ Re -Inspection ❑ Fee No Additional Inspections can be scheduled until re -inspection fee is paid. November 26, 2014 For Inspections please call: (305)762-4949 Page 12 of 27 OL Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20 16 BUILDING Master PermitNo.�.���� PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION [:]SHOP CONTRACTOR DRAWINGS JOB ADDRESS: �,'SOVL51 C) City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO iC Occupancy Type: _^ Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder):rt!/�Ji� g rf./�j Phone#::5 &497� Address:_ l) a I �1(/dW .5t � City: �J�Z?'.,_Gt4 ore V State: f"� Zip: 3? SV Tenant/Lessee Name: Phone#: Iv !/" Email: CONTRACTOR: Company Name:yti``®='�z�S�E`rE'-'t' Phone#:7$�' 2ao 0� Address: Ct ` SUD Zl ST City: M I, t"" t State: �'� Zip: 3 Q Qualifier Name: y���` `��— Phone#: *7SG- '-°4® OSIS State Certification or Registration #: Cbl. 60 2b-13 Certificate of Competency #: �S� �(a�Q-� DESIGNER: Architect/Engineer: `*-�Z- � ° � Phone#: Address: City: State: Zip: —T Value of Work for this Permit: $ Id b00 Square/Linear Footaae of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 1`✓co'Dti`7'u Cr—LScv--G 4CEAPV'bC_E_ ®v_- �Y'c JER�y Specify color of color thru the: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary CAD$( Technology Fee $ �Training/Education Fee $ ® �� Double Fee $ !w ,w Structural Reviews $ Bond $ TOTAL FEE NOW DUE $ (Rev1sed02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address city 11515 Mortgage Lender's Name (if applicable) _ Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: i certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature O �AG CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of UCS V- --'20 14 by _� day of 0 CJV ba--� 20 , y . by Y1dwa '9arCA 0—,, who is person° ally known to f) rco /Go-,A , ;�uho is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did a an oath. NOTARY PUBLIC: NOTARY PU LIC:•�'t�ii is k Giron "+w i0AItl1dM 9 EE6310 EXPIRES:. 3, 2016 Sign. i Sign: °'�i �`� TARYXOM Print: Oat Imp- q)(hk s-Ijan Prin 9 V J fZ -1 Seal: S I• 'ooh Notary Public State of Florida . Marlene Montesino �P My Commission FF 023304 APPROVED BY CI I Plans Examiner 1� I Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LICENCES B. COPY OF LOCAL BUSINESS TAX RECEIPT C. ✓COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER Affidavit) *tOINSURANCE COMPANY (BUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 331311 Certificate must specify the description of operations or contractor license number. • ■rrrrrrrrrrrrrrrrrrr'rrrrrrrr `V rrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrrr BUSINESS NAME: tze-44144 �,S-co�sF,.s �e.� npt-�E•�t, �•�c� BUSINESS ADDRESS: Ckta4\ cz)kaD \ Z� w CITY �STATE �\ • 23p- 19, ip 33 �� BUSINESS PHONE: (`186 } 2R� o tis FAX NUMBER i-,1 �yticu,�C� .zZo � AOS.• Coh CELL PHONE ( j QUALIFIER'S NAME: t -l\ "bS C-0"IEZ QUALIFIER'S LIC NUMBER: CbC, 00 2ZA3 RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CBC002873 The BUILDING CONTRACTOR ISSUED: 08/11/2014 DISPLAY AS REQUIRED BY LAW SEQ # L1408110001022 001317 Local Business Tax Receipt Miami -Dade County,, State of Florida -THIS IS NOTA BILI: — DO NOT PAY 2865807 BUSINESS NAMEA.,OCATION RECEIPT NO. EXPIRES VIZCAYA ESTATES DEVELOPMENT INC "ENEWAL SEPTEMBER 30, 2015 9841 SW 121 ST 2998"11 Must be displayed at place of business MIAMI'Fl. 33176 Pursuant to County Code Chapter 8A - Art. 9 & 10 OWNER SEC. TYPE OF BUSINESS PAYMENT RECEIVED V9CAYA ESTATES DEVELOPMENT INC 196 SUB -GENERAL BLDG CONTRACTOR BY TAX COLLECTOR' Worker(s) 5 CBC002873 $75.00 07/29/2014 CHECK21-14-037865 This Local Business Tax. Receipt oniyconfirms payment of the Local Business Tax. The Receipt is not a license, permit or a certification of the holders qualifications, to do business. Holder -must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT N0: above must be displayed on all commercial vehicles — Miami—Dade Cade Sac en -2713. For more Information, visit www.miemidedgayyA xcoiloctor Report Viewer 0 � 1 tooge . +re 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: 10/5/2014 EXPIRATION DATE: 1014/2016 PERSON: GOMEZ NICOLAS FEIN: 650453129 BUSINESS NAME AND ADDRESS: VIZCAYA ESTATES DEVELOPMENT INC 9841 SW 121ST STREET MIAMI FL 33176 SCOPES OF BUSINESS OR TRADE: LICENSED BUILDING CONTRACTOR ('ureuet0 m Chapter 440.05{14), F.S, an atmer of a cmpore0wi who elects exemptam from MS drepter bbyy OWg a ceniBcate of elec0on uMw 0118 eectbn may rret recover banet6a w compenaemn umier Nts ch Wrsrmm m Chapmr 440.05112), F.e., CemOraies of eleemn m De mrempL. apply only w3hin Ore scope otthe busureas w trace OsmO on Ne notice of etedion m be exempt. Pursuam m Comer 440.05(13), F.B., NcOms of eleGbn to be mrempl and eenairates m elal4mn m be exempt enan he eahjatxm rewaramn u, a1 eny time artwme ami orme Home wn�e �aance ornre ewe�are, the penum namretl an fire Home w eemrieete no xmgar meeffi tha re9utremertta of title see0on fw mauerrce of a eerUmate. the tleparanertt shatl revoke a DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)4131609 Page 1 of I bttps:/lapps8.fldfs.comlcrreportviewer/reportViewer.aspx?data=kdvpginc9D7Q3gH6TER6... 9/21/2014 Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tet: (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 Fads Brochure: An employer in the construction industry who employs one or more part-time or hill 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 Departrnent 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' compensabon insurance coverage from the coaftetor's company. Therefore, you maybe personally liable for the worker compensation injuries of any_Wrson allowed to work under this permit Please check with your msuraznce 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. Con or Print Name: nd (C G Print Name• V4 Signature: Signature: State of Florida) State of Florida ) County ofMiami-Dade i County of Miami -Dade ) Sworn to d sub before me L J_ Sworn to and subsen'W before me this 2 d` day of , 20_JP 4. day of .�%X-1 , 2,0 %A . 1l'%- 1 _1. MY COMMISSION #FF101176 9 10 . Juty 26, 2014 EXPIRES March 12, 2018 1 1(407)3 0 Iry env ce.eam A R CERTIFICATE OF LIABILITY INSURANCE °A'�I�"" � ft 10/1 77/14t14 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND 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. IMPORTANT: if the certificate holder Is an ADDITIONAL INSURED, the policy(les) must be endorsed. N SUBROGATION IS WANED, 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 /leu of such endorsement(s). PRODUCER CONTACT Tamara NAME:Great Florida Insurance - Pineaest (30 258-W18 F ; (786) 522-11 9 PHONELW ana.mkonda@gm0orida.com 11205 S Dbde Highway 101 IN AFFORDING COVFJ QE NAIL # Miami, FL 33156 INSURER A ; Arch SpecWW Inwmnce Company Phone 258-W16 Fax (786) 522-1889 INSURED INSURERS: IN RER C : Vizcaya Estates Development, Inc. INSURER D: 9841 SW 121rstStreet INSURERE: Miami, FL 33176 S F• WVERAGE.S CERTIFICATE NUMBER: REVISION NUMBER: 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 CONTRACT OR 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. %7 R TYPE OF INSURANCE N 10050 N.E.2nd. Ave. POLICY NUMBER POLICY EFF mmoomm EXP LIMITS A GENERALLUIBWTY Q COMMERCIAL GENERAL LIABILITY ❑ ❑ CLAIMS41ADE R] OCCUR ❑ N AGLOO17639-W 09/2412014 09/24/2015 EACHURRENCE $ 1,000,000.00 DAAGERE nce $ 100,000.00 PPRREMI ES 70 MED EXP (Any one person $ 10,000.00 PERSONAL BADV INJURY $ 1,0D0,000.00 ❑ GENERAL AGGREGATE $ 2 000,000.00 GEITL AGGREGATE LIMIT APPLIES PER: ® POLICY [:]JECTPRO- ❑ LOC PRODUCTS - COMP/OP AGG $ 2,000,000.00 $ AUTOMOBILE LIABILITY ❑ ANY AUTO ❑ SOS OWNED ❑ SCHEDAUTO ULED F-1HIRED AUTOS ❑ AUTOS NON -OWNED ❑ D COMBINED SINGLE LIMIT BODILY INJURY (Per pereon) $ BODILY INJURY (Per accident) $ PR DAMAGE $ $ ❑ UMORELLA UA13 ❑ OCCUR ❑ EXCESS UAB ❑ CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED RETENTION $ $ WORKERS COMPENSATION❑ AND EMPLOYERS' LUONJIY Y / N ANY PROPRIETOR/PARTNERIEXECUTIVE OFFICER/MEMBER EXCLUDED?ElNIA (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS belovr WC STATU OTH E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYE $ E.L. DISEASE - POLICY LIMIT I $ DESCRIPTION OF OPERATIONS /LOCATIONS / VEHICLES (Atlech ACOIW 10I, Additional Remarks Schadul% H nmre apace M re*6-11 General Contractor - CERTIFICATE HOLDER CANCELLATION ©1908.2010 ACORD CORPORATION. Ail rights reserved. ACORD 25 (2010105) QF The ACORD name and logo are registered rnaft of ACORD SHOULD ANY OF THE ABOVE DESCRIBED POLICIES 13E CANCELLED BEFORE Miami Shores Village Bullding Department THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN 10050 N.E.2nd. Ave. ACCORDANCE NTH THE POLICY PROVISIONS. Miami Shores,F1.33138 Tel.305 795 2204 AUTHORIZED REPRESENTATIVE Fax.305 756 8972 ©1908.2010 ACORD CORPORATION. Ail rights reserved. ACORD 25 (2010105) QF The ACORD name and logo are registered rnaft of ACORD 2P1912014 JOSE MARTINEZ P. E. Structural Engineers Uc. No: 0395M 0V z7 2014 STRUCTURAL CALCULATION TERRACE ROOF FRAME REPAIRED TO BE LEGALIZED 999 NW 99th St, Miami Shores, FL 33950 F1. INDEX: WIND LOAD CALCULATIONS ---T---------- ----- 1 to 5 REACTIONS ON TRUSSES 6 to 6 WOO JOIST & BEANS DESIGN----------- - 7 to 10 FOOTING CPL CUTA11ONS 11 to 12 .. •.. . . . . . .. . .. . . . . ... . .. ... .. . . . •. r -r— ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CS12 Ver 2013.02.15 JOB TITLE 189 NW 99th St, Miami Shores, JOB NO. SHEET NO. CALCULATED BY IR DATE CHECKED BY DATE STRUCTURAL CALCULATIONS FOR 189 NW 99th St, Miami Shores, Miami, FL www.struware.com JOB TITLE 189 NW 99th St, Miami Shores, JOB NO. SHEET NO. CALCULATED BY IR DATE CHECKED BY DATE www.struware.com Code Search Code: ASCE 7 - 10 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 use 0.60 NOTE: Output will be nominal wind pressures Snow factor = 1.00 use 0.00 Seismic factor = 1.00 use 0.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) Building length (L) Least width (B) Mean Roof Ht (h) Parapet ht above grd Minimum parapet ht 3.00/12 14.0 deg 49.0 ft 38.0 ft 10.0 ft 0.0 ft 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf. 12 psf Floor: Typical Floor 50 psf Partitions 15 psf Corridors above first floor 80 psf Lobbies & first floor corridors 100 psf Balconies (exterior) 75 psf . ... . .•. . ... Wind Loads: ASCE 7-10 Ultimate Wind Speed 175 mph Nominal Wind Speed 135.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Gable TODooraDhic Factor (Kzt Topography Flat Hill Height (H) 0.0 ft Half Hill Length (Lh) 0.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft From top of crest: x = 0.0 ft Bldg up/down wind? downwind H/Lh= 0.00 K, = 0.000 x/Lh = 0.00 K2 = 0.000 z/Lh = 0.00 K3 = 1.000 At Mean Roof Ht: Nj = 1.16 Rn = Kzt = (1+K,K2K3)^2 = 1.00 Gust Effect Factor h= 10.0 ft B = 38.0 ft /z(0.6h)= 15.0 ft Rigid Structure e = 0.20 1 = 500 It Zmin = 15 ft C = •. 068P.2 • •. gQ, g,= . Z. •• . . . . . _ ••• pp• : : : L :•: •. Z . .. 4::i rt•• • • • •• Q = 0.93 lz = 0.23 G *:0 0.89used;:0.86*• . • ••• • • ... • • • • • • • • • . . . • • . • • • ... . • . ..• • . JOB TITLE 189 NW 99th St, Miami Shores, JOB NO. SHEET NO. CALCULATED BY IR DATE CHECKED BY DATE (Z) Zi rd�up V(x(d>dJ H Lh Hd2 }-I H< 15ft;exp C :. Kzt=1.0 ESCARPMENT V(]�Z-) Z x(d nd) z 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.26 Rigid structure G = 0.85 Using rigid structure default Flexible or Dynamically Sensitive Structure Natural Frequency (nj) = 0.400083 Damping ratio (R) = 0.02 /b = 0.65 /a = 0.15 VZ = 147.8 Nj = 1.16 Rn = 0.122 Rh = 0.922 n = 0.125 RB = 0.747 n = 0.473 RL = 0.372 n = 2.043 9R = 3.965 R = 1.718 G = 1.560 h= 10.0 ft JoB TITLE 189 NW 99th St. Miami Shores. h= Surface Wind Normal to Ridge B/L = 0.78 h/L = 026 JOB NO. SHEET NO. Cp ghGCp w/+giGCpi w/-ghGCPi Dist* Cp ghGCp w/ +giGCpi w/-ghGCpi Windward Wall (WW) CALCULATED BY IR DATE 23.1 see table below CHECKED BY DATE Wind Loads - MWFRS all h (Enclosed/partially Leeward Wall (LW) enclosed only) Kh (case 2) = 0.85 h = 10.0 ft GCpi = +/-0.18 Base pressure (qh) = 33.9 pSf ridge ht = 12.4 ft G = 0.85 Roof Angle (0) = 14.0 deg L = 49.0 ft qi = qh Roof tributary area - (h/2)*L: 245 sf B = 38.0 ft (h/2)*B: 190 sf -13.4 -19.5 -7.3 Nominal Wind Surface Pressures (nsfl h= Surface Wind Normal to Ridge B/L = 0.78 h/L = 026 Wind Parallel to Ridge LIB = 129 h/L = 0.20 Cp ghGCp w/+giGCpi w/-ghGCPi Dist* Cp ghGCp w/ +giGCpi w/-ghGCpi Windward Wall (WW) 0.80 23.1 see table below 0.80 23.1 see table below Leeward Wall (LW) -0.50 -14.4 -20.5 -8.3 -0.44 -12.8 -18.9 -6.6 Side Wall (SW) -0.70 -20.2 -26.3 -14.1 -0.70 -20.2 -26.3 -14.1 Leeward Roof (LR) -0.46 -13.4 -19.5 -7.3 Included in windward roof Windward Roof neg press. -0.55 -15.8 -22.0 -9.7 0 to h/2* -0.90 26.0 -32.1 -19.9 Windward Roof pos press. -0.04 -1.2 -7.3 4.9 h/2 to h* -0.90 -26.0 -32.1 -19.9 h to 2h* -0.50 -14.4 -20.5 -8.3 > 2h* -0.30 -8.7 -14.8 -2.5 -Honzontai aistance trom winawara eage dward Wall Pressures at "z" (nsfl Combined WWWW+ LW I LP Windward Wall Normal Parallel z I Kz I Kzt I gZGCp w/+q GCpi w/-ghGCpi to Ridge I to Ridge NOTE: See figure in ASCE7 for the application of full and partial loading of the above v4%d pj%Vurgs,The6e arg 401fifeLept loading cases. Parapet �. .: .•: : : :•: •• z • ICz • • • • qP P • 0.0 ft 0.85 1.00 0.0 Windwa4i paral)lf 0.0;psf *.(GCpp !L -.+l %I* Leewa,VO4rapjt: � 0 j0•psj 8 (GPpj =0-1.0: . .. . .. .. .. Windward roof overgaongs*( add to Andward roof pressure) ••• • • • • ••• • • ••• • • • ••• • • 23.1 psf (upward) JOB TITLE 189 NW 99th St, Miami Shores, JOB NO. SHEET NO. CALCULATED BY IR DATE CHECKED BY DATE Wind Loads -Components & Cladding: h <= 60' Nominal Wind Pressures Kh (case 1) = 0.85 h = 10.0 ft Base pressure (qh) = 33.9 psf a = 3.8 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (6) = 14.0 deg 20 sf Type of roof = Gable -1.08 Roof Arec Negative Zone 1 Negative Zone Negative Zone Positive All Zone; Overhang Zone Overhang Zone Parapet GCp +/- GCpi Surface Pressure (psf) User Input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 60 sf -1.08 -1.01 -0.98 -36.7 -34.3 -33.3 -35.6 -34.0 -1.88 -1.53 -1.38 -63.8 -51.9 -46.8 -58.7 -50.6 -2.78 -2.36 -2.18 -94.4 -80.1 -74.0 -882 -78.5 0.68 0.54 0.48 23.1 18.3 16.3 21.0 17.8 -2.20 -2.20 -220 -74.7 -74.7-74.7 -74.7 -74.7 -3.70 -2.86 -2.50 -125.6 -97.1 -84.9 -113.3 -93.9 vvernang pressures in the tame aouve assume an mtemal pressure coemcient (ucpl) or U.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 6.1 psf qp = 0.0 psf CASE A = pressure towards building (pos) CASE B = pressure away from bldg (neg) Walls Ares Negative Zone 4 Negative Zone Positive Zone 4 & f Solid Parapet Pressure Surface Pressure (psf) User Input 10 sf 100 sf 500 sf 40 sf SASE A: Interior zone: Comer zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -ASE B : Interior zone: Comer zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 25 sf 50 sf -1.28 -1.10 -0.98 -43A -37.5 -33.3 -41.1 -39.3 -1.58 -1.23 -0.98 -53.6 -41.6 -33.3 -48.9 -452 1.18 1.00 0.88 40.1 34.1 29.9 37.7 35.9 • •• • • • • ••• • • ••• • ••• • ••• • • • • • • • • • • • •• • • • • • •• ••• • • • • ••• • • • •• •• • • • •• •• ••• • • • ••• • • Joe TITLE 189 NW 99th St, Miami Shores, JOB NO. SHEET NO. CALCULATED BY IR DATE CHECKED BY DATE Location of C&C Wind Pressure Zones Roofs w/ 6 5 10° and all walls h>60' Monostope roofs 100 < e:5 300 h <_ 60' & aft design h<90' Walls h 5 60' & alt design h<90' Murdspan Gable & Gable 70 < e <_ 451 •• ••• •• • • • W1 I +"# • • • • •41• • • • aL. • •000 • • • Gable, Sawtooth and Mul ispan Gable 6 5 7 degrees & Monoslope 5 3 degrees h 5 60'& alt design h<90' 21 • • • • j%WApd rogfs 6 5 3° ! 61f & deiegn h<90' # ___ 3 ' _i j— 1 Monoslope roofs 3°<0510° h 5 60' & alt design h<90' Hip 70 < e 5 271 • • • • • • • j%WApd rogfs 6 5 3° 61f & deiegn h<90' JV $It • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Sawtooth 10° < e 5 45° h 5 60'& alt design h<90' REACTIONS ON TRUSSES AND GIRDERS a ?�— Ridge aC a i a 9 i Roof Load DL = 15 LL = 30 p2 psf No. L ft LL ft LR ftLC ftaL (ftj aR ft aC (ft) s ft 1 s 2 s T1 8.67 1.33 0 4.335 0 3.67 0 1.33 -26.7 -53.8 Bl 18.3 0 0 0 0 0 0 6.83 -26.7 -53.8 0.00 Gravity lbs. Uplift lbs. l lbs. 2- l Qbs. No. Reg Rbg Rau Rbu Raul Rbu1 Raul Rbu2 Tl 345.2 253.3 -232.8 -254.6 -204.76 L -150.32 -28.00 -104.28 B1 2812.3 2812.3 -1668.6 -1668.6 -1668.60 -1668.60 0.00 0.00 Title Block Late 1 Tide: Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block" selection. Fb - Compr Title Block Line 6 Printed. 19 FEB 2014, 10 37P Wood Beam ENF.RCI LC, INC. 1190-20111, Suiirt8.11.e23. Var:6.11.823 Description : Joist Material Properties 0.9831 Maximum Shear Stress Ratio = 0.452:1 Calculations per NDS 2006. ASCE 7-48 Analysis Methookilowable Stress Design Fb - Tension 1100 psi E: Modulus ofElasil Load CombinatI2006 IBC & ASCE 7-05 Fb - Compr 1100 psi Ebend- xx 1300 ksl 1,430.00 psi Fc - Prfl 775 psi Emtnbend - x 470ksl Wood Species Spruce - Pine - Fir Fc - Perp 425 psi Location of maximum on span = Wood Grade Select structural Fv 125 psi Span # where maximum occurs = Span # 1 Ft 650 psi Density 27.06pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, Lr = 0.030 ksf, Tributary Width = 1.330 ft aximum Bending Stress Ratio - 0.9831 Maximum Shear Stress Ratio = 0.452:1 Section used for this span 2x6 Section used for this span 2x6 fb : ASI = 1,263.00 psi fv : Actuall 56.46 psi FB: Allowable = 1,430.00 psi Fv : Allowable - 125.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 4.665ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs= Span # 1 Maximum Deflection 1.300 1.000 1.000 1.000 Max Downward L+Lr+S Deflection 0.254 in Ratio = 441 1.002 J.30J . 1.000 1.000 1.000 • Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <3B0 +D+0.750Lr+0.750L+H Max Downward Total Deflection 0.465 in Ratio = 240 Max Upward Total Deflection 0.000 in Ratio = 0 <180 i IM • i -34 1.01fl1 1.000 1.000 Maximum Forces & Stresses for Load Comt Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d CFlV Cr Cm Ct Mactual fb-design Fb-alloy Vwwal fv-design Fv-allow +D Length = 9.330 R 1 0.401 0.205 1.000 1.300 1.000 1.000 1.000 0.36 574.09 1,430.00 0.14 25.66 125.00 +D+Lr+H 1.300 1.000 1.000 1.000 Length = 9.330 ft 1 0.8a 0 1.002 J.30J . 1.000 1.000 1.000 • 0.80 1.253.00 1,430.00 0.31 56.46 125.00 +D+0.750Lr+0.750L+H • • • • • e.452 i • • • • 4.36011=0 1.000 1.000 Length = 9.330 ft 1 • •0.7636 i 0M i IM • i -34 1.01fl1 1.000 1.000 0.69 1,090.77 1,430.00 0.27 46.76 125.00 +D+0.750Lr+0.750L+0.7501 T • • • • • • • 3.3n.1.000 1.000 1.000Length = 9.330 ft 1 •0.70. 0.3 1.000 1.300 1.000 1.0W 1.000 0.69 1,090.77 1,430.00 0.27 46.76 125.W +D+0.750Lr+0.750L+0.5250E 1.300 1.000 1.000 1.000 Length = 9.330 ft 1 tj X603 0.392 •3.000 1,300.1.Q00 1.000 1.000 0.69 1,090.77 1.430.00 0.27 48.76 125.00 • Overall Maximum:Wei*Ions - lJ1tfaCforec$L4adJ Load Combination • i ; •Sohn• • McIL s" &CL4;afi4Wn Span Load Combination Marc. "+" Dell Location in Span D+Lr • • 1 •'�• 0.4650 • 4.712 0.0000 0.000 ••• • • • • ••• • • • • • • • • • • • • • •• • •• • • • • •• •• ••• • ••• • • Title Block Line 1 Title: Job You can change this area Dsgnr using the °Settings" menu item Project Desc.: and then using the "Printing & Project Notes: Title Block" selection. 0.341 Title Block Line 6 Frmled 19 FEB 014, 10 WPM Wood Beam E UMMC. MC. 1983-2011, 8vM*.11823, Ver8.11.823 Vertical Reactions - Unfactored Support notation: Far left is # Values in KIPS Load Combination Support 1 Support 2 OVeM Unum 0.341 D Only 0.155 0.341 0.155 Lr Only 0.188 0.186 D+Lr 0.341 0.341 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • ••• • • • • • • • • • • • •• • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Title Block Line 1 Title: Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes Title Block' selection. Fb - Compr Title Block Lime 6 Printed 19 FEB 2014.10:40PM Wood Beam BORCALC, arc 03-=I, E ".I I.BM. Vers.91.ex3 Description: Beam Material Properties Maximum Shear Stress Ratio = 6x10 Calculations per NDS 2008, ASCE 7.011 Analysis MethoOJlowable Stress Design Fb - Tension 1100 psi E: Modulus of ElasS Load Combbm#2006 IBC & ASCE 7-05 Fb - Compr 1100 psi Ebend- xx 1300ksi Span # 1 Fc - PAI 775 psi Eminbend - x 470ksi Wood Species Spruce - Pine - Fir Fc - Perp 425 psi +D+Lr+H 1.0w 1.000 1.000 1.000 Wood Grade Select structural Fv 125 psi Length= 10.330ft 1 0.645 0.370 1.000 1.000 1.000 1.000 1.000 4.89 Ft 650 psi Density 27.06pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.16675) Lr(0.2001) i Span = 10.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, Lr = 0.030 ksf, Tributary Width = 6.670 ft DESIGN SUMMARY laximum Bending Stress Ratio = Section used for this span p fb : Actual = FS: Aflowable - Load Combination Dation of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.645 1 Maximum Shear Stress Ratio = 6x10 Section used for this span 709.78psi fv : Actual - 1,100.00 psi Fv : Allowable - +D+Lr+H Load Combination 5.165ft Location of maximum on span = Span # 1 Span # where maximum occurs= 0.101 in ROD= 1225 0.000 in Ratio = 0 <3W 0.185 in Ratio = 668 0.000 in Ratio= 0 <180 0.370 :1 6x10 46.24 psi 125.00 psi +D+Lr+H 0.000 ft Span # 1 Maximum Forces S Stresses for Load Comt Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Cd CFIV Cr Cm Ct Mactual fb-design Fb-allow Vactual fv-design Fv-allow, +D Length _ 10.330 ft 1 0.293 0.168 1.000 1.000 1.000 1.000 1.0110 2.22 322.63 1,100.00 0.73 21.02 125.00 +D+Lr+H 1.0w 1.000 1.000 1.000 Length= 10.330ft 1 0.645 0.370 1.000 1.000 1.000 1.000 1.000 4.89 709.78 1,100.00 1.61 4624 125.00 +D+0.75ULr+0.750L+H • • • • • • • • • d.0099 1.000 1.0W 1.0D0 Length = 10.330 ft 1 i 0.557 : ft$ i 1CM:l Q.I .V 1.000 1.000 1.000 423 612.99 1,100.00 1.39 39.93 125.00 +D+0.750Lr+0.750L+0.750Wr • • • • • • • • n.000 1.000 1.000 1.000 Length = 10.300 ft 1 • • 0.503 • •1.0& =1.440. 1.000 1.000 1.Q00 4.23 612.99 1,100.00 1.39 39.93 125.00 +D+0.750Lr+0.750L+0.5250E 1.000 1.000 1.000 1.040 Length = 10.330 ft 1 0.557 0.319 1.000 1.000 1.000 1.000 1.000 4.23 612.99 1.100.00 1.39 39.93 125.00 Overall Maximum:DeflUftons - I3004c*ored tpaW Load Combination : �; ; Span MSL " "pal Lp4n in Span Load Combination Max. "+" Dell Location in Span D+Lr • • 4.. @.-0.10.* • 5.217 0.0000 0.000 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Title Block Line 1 Title : Job # You can change this area Dsgnr using the "Settings" menu item Project Desc.: and then using the "Printing & Project Notes: Title Block" selection. 1.895 Title Block Line 6 Printed 19 FEB 20! 4, 10 40P Wood Be4$ICIi EN€WALC.INC. 1083-2011. f L'6_i1623. Ver_8.11.823 Description : Beam Vertical Reactions - Unfactored Support notation : Far left is W Values in KIPS Load Combination Support 1 Support 2 imum D Only 0.861 0.881 Lr Only 1.034 1.034 D+Lr 1.895 1.895 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • Or • •• • • • • • •• ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • LOADS CALCULATIONS_ Ib tb _ Ib INPUT DATA: R2 A.k3 �r_ k Neg wind load =41 32.1-psf Roof Dead load = Rdl = io-psf Roof live load = RU := 20. pst Joist Span = := 3.33fr Joist Space = sJ := 1.33$ Column Space 7X.= 15.25fs Over hang = 4h:= 1.33fi TRIBUTARY LOAD ON COLUMN Tributary area column= Ta := F(L) + 0h] -s `- J Total. Uplift = Umax := vil •Ta Roof DL= RDL := Rdl-Ta Umax = 1466.1 lb I IRDL = 456.71b Roof LL= RLL := RH-Ta RLL = 913.51b Total- Uplift Net = UNmax := (WI - 10psf)•Ta UNmax = 1009.4 Ib FOOTING UPLIFT DEAD LOADS INPUT DATA: Concrete Weight = yc * 150•pef Column Height from to of Slab_ 72 -ft Steel Column weight I ca '= 9.8•plf Wood Beam weight = hb:= 18•pif Floor Slab Thickness = hslab := 0 MI Exterior Soil Depth= hjoikxt .= o•i" •09 . . . . . . . - -' - -' I f AIIIAG MING DIMENSION: Soil Weight= Pls = 120 -pd Interior Soil Depth= hs0ilint := 0•in Footing Width o • • bf := 20 A Footing Depth= hf 16 -in "' DEV EGI%DS; •, • Ponsider a Strip= Strip := 7.5.ft • • . . ... • . . • . • . . • . • Column DL = CDL:= ca•H CDL = 70.61b Tie Beam DL = TBDL := bb -Strip TBDL = 1351b Slats DL = (bf bf SLDL := hsiab 12 + 1.5 •ft) -(2 + 1.5 ft •fie SLDL = 0 � hsoilext2 hsoilint` bf Soil DL = SDL :_[(-Lf (hsoilext + hsoilint) + + (— + 1.5•ftl Sys 2 2 2 2 J SDL = 0 Footing DL = FDL := bf•hf•Strip•-yc FDL = 2500 Ib Total DL = TDL •= RDL + TBDL + CDL + SLDL + SDL + FDL TDL = 3162.3 lb 2/3 Total DL = TDL6 .= TDL •0.6 TDL6 = 1897.4 Ib TDL6 Control := if(TDL6 < Umax, "NOT OK" , "OK") Umax = 1.29 ontrot = "OK" MIN. USE CONCRETE FOOTING 24"X24"X12" •• ••• •• • • • •• • ••• • ••• • ••• 22. • • ••• • • • ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • Page 5 of 12 ESR 2613 TABLE 1—HURRICANE TIES For SI: 1 inch = 25.4 mm, 1 Itis = 4.45 N. 1. Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wool member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the sande side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift / Allowable Uplift + Design Lateral Parallel to Plate / Allowable lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plates 1.0. The three terns In the unity equation consider all possible forces that the hurricane tie may be designed and Installed to resist The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forms and the assumed load path that the connector Is designed to resist. 3. 'Connection Configurations' shown in Figure 1 c (ne)t page) Indicate the load directions F, and F2, and are details showing connector Installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4. Connections in the same area O.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous toed path. 5. Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 6. Allowable lateral loads In the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7. Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 1-3 a o ` �� • I 3W r%L H1 H2 H2.5 H2.5A H3 • ••• • ••• • ••• • • • • • • • • • • • • • MUF%1%—H1; �N, lq 8, H25A, AND H3 HURRICANE TIES • ••• • • • • ••• • • • •• •• • • • •• •• FASTENERS Qua T ALLOWABLE LOADS MODEL NO. To Rafter To Places To Stud Connection Conligumdons3 Upffiff" Co -1.33 or C�1.6 lateral CDS F, .6 Fa H1 I 64klxl'/2 4-8d — 1 490 485 165 H70 88Cbc1'/2 841dx1'/2 — 995 590 275 H10A 9-10dxl'/2 9-10dx1'/2 — 1,140 590 285 H70-2 6-10d 6-104 — 760 455 395 H2 541d — 54W 2 335 — — H2 5 5-8d 5-8d — 3 415 150 150 — 5-8d 5-8d 8 370 — — H2.5A 54M 5-8d — 3 600 110 110 H3 4 4-1d — 455 125 160 H5 4-8d 4-8d — 455 115 200 H4 — 4-8d 4-d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 13 930 400 — H15 4-10dxl'/2 4-10dx1'/2 12-10dx1'/2 1,300 480 — H15-2 4-10dx1'/2 4-10dx1112 12-10dx1'/2 1,300 480 — For SI: 1 inch = 25.4 mm, 1 Itis = 4.45 N. 1. Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wool member. A rafter minimum actual thickness of 21/2 inches must be used when framing anchors are installed on each side of the rafter and on the sande side of the plate. 2. Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift / Allowable Uplift + Design Lateral Parallel to Plate / Allowable lateral Parallel to Plate + Design Lateral Perpendicular to Plate / Allowable Lateral Perpendicular to Plates 1.0. The three terns In the unity equation consider all possible forces that the hurricane tie may be designed and Installed to resist The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forms and the assumed load path that the connector Is designed to resist. 3. 'Connection Configurations' shown in Figure 1 c (ne)t page) Indicate the load directions F, and F2, and are details showing connector Installations on the outside of the wall for clarity. Installation on the inside of the wall is acceptable to achieve the tabulated allowable loads. 4. Connections in the same area O.e. truss to plate connector and plate to stud connector) must be on installed on the same side of the wall to achieve the tabulated allowable uplift loads and ensure a continuous toed path. 5. Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is allowed. Allowable loads must be reduced when other load durations govern. 6. Allowable lateral loads In the F, direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 7. Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter members. 1-3 a o ` �� • I 3W r%L H1 H2 H2.5 H2.5A H3 • ••• • ••• • ••• • • • • • • • • • • • • • MUF%1%—H1; �N, lq 8, H25A, AND H3 HURRICANE TIES • ••• • • • • ••• • • • •• •• • • • •• •• Page 10 of 12 ESR -2613 TABLE 7 --SP AND SPH STUD PLATE TIES CONNECTOR SERIES MODEL NO. CONNECTOR DIMENSIONS n FASTENERS Qua T ALLOWABLE UPLIFT LOAD bs (W) (L) To Stud To Plate C0=1.33 CD 1.6 S.G.=0.50 S.G.=0.55 S.G.=0.50 S.G.=0.55 SPI — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 SP6-16dx2'/2 SP4 391,e 7114 6-10dx11/2 — 735 735 885 885 — 800 800 930 930 SP6 59/�e T314 6-10dx10/2 — 735 735 885 885 6-16dx2/2 — 800 800 930 930 SPS 75/�e 8s/�s 6-iodx1 /2 — 735 735 885 885 6-16dx:e/2 — 800 800 9310 930 SPH SPH4 3s/�s �/+ 10-10dxl'/2 — — 1,240 — 1,240 12-10dxl'/2 — 1 1,360 1,490 1,360 1,490 SPH6 5s/16 9'/4 10-10dx11/2 — — 1,240 — 1,240 12-10dx1 /2 — 1,360 1,490 1,360 1,490 SPH8 7"/18 S3/e 10-10dx11/2 — — 1,240 — 1,240 1�-10dx02 — 1,360 1,490 1,360 1,490 For SI: 1 inch = 25.4 mm,1 lbs = 4.45 N. 1. For Models SP1 and SP2, one 10d common stud nail must be Installed as a toenail. It must be driven through the connector at an angle approximately 30° with the stud with the nail penetrating through the stud Into the wood sill plate. (See detail on this page entitled "SP1 Nailing Profile.) 2. Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3. Tabulated allowable uplift loads have been increased for wind or earthquake loading. No further increase is allowed. Allowable loads must be reduced when other load durations govern. 4. Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity (S.G.) of 0.50, such as Douglas fir -larch, and 0.55, such as southern pine. o� tool � SP1/SP2 SPI Installation: Stud to Sill Plate SP2 Installation: SPI Nailing Profile Stud to Double Top Plate 10dA 1W WHIS EaM Skleart Std Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud (SPH Similar) • ••• • ••• • ••• • • • • • • • • • • s i • i • •Fl&sAE 7-VANG %PH STUD PLATE TIES ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • •