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CC-14-1526 Miami Shores Village Building Department M4 10050 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 N®v 1 2 Tel:(305)795-2204 Fax:(305)756-8972 _ INSPECTION LINE PHONE NUMBER:(305)762-4949 C 2010 BUILDING Master Permit NoLC1 L_ - �S 2j PERMIT APPLICATION Sub Permit No. UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS CHANGE OF ❑ CANCELLATION ❑ SHOP Q A 1 ,�� n CONTRACTOR DRAWINGS JOB ADDRESS: (1 S �/ -2 ry 1T✓e- City: Miami Shores County: Miami Dade Zip: Folio/Parcel#:.r - 3 d Q 6-L 13- y 3 8 Is the Building Historically Designated:Yes NO wl Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple T'itleholder): UC d57411 e#: 5(f- 70- .SSi- Address: 9qq7 Old City: 8cca State: _ Zip: 1� �Qm Tenant/Lessee Name: c i,J 5 ®�1v1 C G{r� Phone#: 32S I 7 59� Email: �(!►�Yt t�y -t-C�t i ° ��[.��-/�+11-@�.t�5. � t CONTRACTOR:Company Name: Phone#: Address: mil l 02 00� City: - State: rL, Zip: l SS Qualifier Name: 'D�e ��`�)^i f 'y W Z Phone#: 1°5 State Certification or Registration#: l�pG' l51 p3�� Certificate �*o_,f.,Competency#: DESIGNER:Architect/Engineer: 't �N r^\("iVe94rJ& 49 Phone#: --3D57• !9tl 91-0-43 Address: ) 1 0) 02- ONO 01-70 - City: M•EAro'. ` State:1t, Zip: `� Ise '� �r Value of Work for this Permit:$ +000. Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New J<-+Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee$ Permit Fee$ � CCF$ ®� CO/CC$ Scanning Fee$ A�• ®o Radon Fee$ �3 -ct® DBPR$ Notary$ —�- Technology Fee$ I S .6L Training/Education Fee$ 3•y® Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE S q Q or) ,if!J�— STEW c,-Fv A� wa r�•• �Ac 117 ZOo Sim-7�' -• .�V�L: �Io� .!?CD f Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. A-� Signature Signature OWNER or AGENT OONTRACTOR The foregoing instrume*nit was acknowledged before me this The foregoing instrument was acknowledged before me this L' 1`� 1 day of 0 Q 20 � by (Z day of f\a-'J 20� , by who is person y known to Tac-4 d�nGi Oe2,who is p sonally known me or who has produced � as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTA Y PUBLIC: NOTARY PUBLIC: G Sign g : Print: r r—G�h Print: INA Seal: X"%- VINSON P.RICHTER Seal: NOTARY PUSIX MY COMMISSION k EE829520 STATE OF FLORIDA 1.!7'/ EXPIRES:August 23.2016 Comm#FF030156 Expires 6/23/2017 d JP APPROVED BY Plans Examiner Zoning Structural Review Clerk STATE OF FLORIDA ° DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 FERNANDEZ, DAX DAVIN PRESTIGE GC, INC. 2021 SW 82ND PLACE MIAMI FL 33133 Congratulations! With this license you become one of the nearly one million or, licensed by the Department of Business and Professional Regulation. Our professionals and businesses range ;r "'ti STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. �� .••� PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CGC1510348 ISSUED: 09/03/2014 serve you better. For information about our services,please log onto wrwvw.mlffloridalicense.com. There you can find more information CERTIFIED GENERAL CONTRACTOR about our divisions and the regulations that impact.you,subscribe FERNANDEZ, DAX DAVIN to department newsletters and learn more about the Department's PRESTIGE GC,INC. 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, IS CERTIFIED under the provisions of Ch.489 FS. and congratulations on your new license! ExpUetian date:AUG 31,2016 1-1409030002150 DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION 4-1 CONSTRUCTION INDUSTRY LICENSING BOARD _ !1 CGC1510348 The GENERAL CONTRACTOR .. Named below IS CERTIFIED `` Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2016 ® • t'� FERNANDEZ, DAX DAVIN PRESTIGE GC, INC. e 2021 SW 82ND PLACE MIAMI FL 33133 ISSUED: 09/03/2014 DISPLAY AS REQUIRED BY LAW SEa# L1409030002150 ------------ L®cal Business Tax Receipt Miami—Dade County, State of Florida THIS IS NOTA BILL - DO NOT PAY LBT 7168080 RECEIPT NO. EXPIRES BUSINESSn1AnnEnoca-noN AL rnRENEWAL ESTIGE GC INC RENEW? SEPTEMBER 30, 2015 2021 SW 82 PL Must be displayed at place of business MIAMI FL 33155 Pursuant to County Code Chapter 8A-Art.9&10 OWNER SEC.TYPE OF BUSINESS PAYMENT RECEIVED PRESAGE GC INC 196 GENERAL BUILDING CONTRACTOR BY TAX COLLECTOR CGC1510348 $75.00 08/31/2014 Worker(s) 1 CREDITCARD-14-034534 Business Tau Receipt only rms confipaymom of the Local Busing Tax.The Receipt is not 8 license, This Local ��i permit or a certification of the holds r s gnalificatioag,to do hlmio Holder must comply with g or nongovernmental regulatory laws sad requirements which apply to the business. The RECEIPT No.shove mum be displayed on all commerclal vehicles-Miami-Dade Code Sec 8a-278. For mora information,visit dadeoovkexcollactor AC01Rff CERTIFICATE OF LIABILITY INSURANCE DATE(CYIIWDDIYYYY) 08114/2014 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 pollcy(ies)must be endorsed. If 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 lieu of such endorsement(s). PRODUCER CONTACT NAME: Miami Insurance Brokers Miami Insurance Brokers PHONE 866-729-1274 IFX No):786-629-8847 18851 NE 29th Ave Ste 101 AF4DDmPaJM fsilva@mibrk.com AFFORDING COVERAGE NAIL d Aventura, FL 33180 INSURERA:Arch S eci Ins Co INSURIED mwRm6:Castlepoint Florida Insurance Co. Prestige GC, INC INSURER C: 2021 SW 82nd PI INSURER D: INSURER E: Miami, 1 IN F: COVERAGES 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 tNDICATED. 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 SY PAID CLAIMS. LTR TYPE OF INSURANCE POLICY NUMBER EFF FOLiCY LIMITS. Of COMMERCIAL GENERAL LIABILITY ✓ EACH OCCURRENCE $1.000,000 A CLAIMS-MADE ®OCCUR IBES $100,000 AGLOO10940-00 03/1812014 03/18/2015 MED EXP(Any one $10,000 PERSONAL&ADV MURY $1,000,000 GENL AGGREGATE LIMIT APPLIES PER: 10/ I GENERAL AGGREGATE s2,000,000 A POLICY D� El LOC PRODUCTS-COMPIOP AGG $1.000.000 OTHER: $ AUTOMOBILE 1.1118ILRY COMBINED SINGLE UMrr $ (Epaccidepl) ANY AUTO BODILY INJURY(Per person) $ ALL OWNED AUTOS AUTOS SCHEDULED BODILY INJURY(Peracddwd) $ HIRED AUTOS AWNED PRO.RT DAMAGE $ UMBRELLA LIAROCCUR EACH OCCURRENCE $ Et(CESS LIAR HCLAIMS-MADE AGGREGATE $ DED RETENTION $ WORIMISCOMPF,NSATIONPEARTLITE O H B r PRROOPRIETORIPARTNERIDMCUTIVE LOYERS'LIABILITY Y WCP771451500 08/13/2014 08/13/2015 E L EACH ACCIDENT $ 100 ,000 OFFICERIMEMBER EXCLUDED? N/A (Mandatory In NH) E.L.DISEASE-EA UIPLOYEE $ 100,000 DE d N OFOPERATIONS tl, E.L DISEASE-POLICY LIMIT $ 500,000 DESCRIPTION OF OPERATIONS I LOCATIONS!VEHICLES(ACORD 107.Additional Remarks Schedule,maybe attached H nwm space is required) Certified General Contractor CGC1510348 CERTIFICATE HOLDER CANCELLATION Miami Shores Building Department 1051 NE 2nd Avenue SHOULD ANY OF THE ABOVE DESCRIBED POLIC1Es BE cAt+Icta.L®BEFORE THE EXPIRAMON DATE THEREOF, NOTICE WILL BE DELIVERED IN Miami Shores, FL 33138 ACCORDAME vnTH THE POLICY PROVISIONS. AlrniORliED REPRESENTATIVE ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014101) The ACORD name and logo are registered marks of ACORD Miami Shores Village RECEIVED Building Department JUL 2014 10050 N.E.2nd Avenue, Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 By_ ° �A INSPECTION LINE PHONE NUMBER:(305)762-4949 -k— FBC40 10 BUILDING AtCri V,T Master Permit No. 6,10 PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP a ej Irol 1\_r _ � A�,CONTRACTOR DRAWINGS JOB ADDRESS: " �d �, Z /4 Q C�� AA4 S ti� ►2�;�" City: Miami Shores County: iami Zi Folio/Parcel#: Is th uilding Histo dally Designated:Yes NO L,!!� Occupancy Type: Load: Construction Type: Flood Zon.'y BFE: FFE: OWNER:Name(Fee Simple Titleholder): 14 Ply Phone#: C l 1?c'o--Z,— !t5 r'® �!C Address: ; City: 15T%(% State: P zip:"�s Tenant/Lessee Name: . Phone#: Email: N L: JY A,IL CONTRACTOR:Companyi lame: Fes'<� C'�` S Phone#: Address: ,: ;`_ City: Zip: Qualifier Name "Y' B f n S'A Vl Phone#: State Certification or Registration#."\". Certificate of Competency M DESIGNER:Architect/Engineer: ® Phon0(3%Z)S!1�►� �� Address: % A W Q'z- /� `�Z City: P%M� State: Value of Work for this Permit:$ 1-7-f 0-&C> Square/Linear Footage of Work: l Type of Work: ❑ Addition a❑ Alteration ❑ New 2"'Repair/Replace ❑ Demolition Description of Work: ReD21�/` -5 Specify color of color thru tile: Submittal Fee$ W Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip -41 Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permi�do therork and installations as indicated. I certify'that no work or installation has commenced prior to the issuance of a et . �' p p sand-that X11 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 compliande with all applicable laws regulating construction and zoning, "WARNING TO OWNER: YCluk'O' A"ItUl. TO RECORD,,A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICEI ' 'A 1 QI OVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT VI/ITM` fOR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCE OMMENC IV OE Yr ' d ` Notice to Applicant: As a condlti+ari to fhe Isanpe op�ulP,ding permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy-of then,y.. pf rr3r S t►cement and construction lien laiv'brochure will be delivered to the person whose property is subject to attachment Alid�a 4tf'fied,copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs4even (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 wilfbe charged. l Signature Signature s OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing inst u ent was acknowledged before (me this ___t u day of 20 ,by — =—day of 20 by .who is personally known to ,who is personally known to me or who has produced j - as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: + e JWHLOPEZ OTARY PUB 1� � �FF 5208s� Sign. Nf'COMnL expo Sept.8.2017 ign: Print: Z- Print: 'C Seal: Seal: e- LAURA FARLEY My COMMISSION#EE53276 WN EXPIRES:March 16,201S 1-BUO.3-NOThRY F1- 1)ieawtul Me&66. �k�k�k�k�k7kek�k�k�k�k�k�k� APPROVED BY �/ Plans Examiner Zoning 3- f) �4 � Structural Review Clerk (Revised02/24/2014) ZZB;0 � Eastern Engineering Group� 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 T. 305.599.8133•F. 305.599.8076•www.easterneg.com TO: Building Department Official FROM: ❑ Raissa Lopez,Structural ❑ Gonzalo Paz,Structural Engineer, FL Reg. No. 59399 Engineer, FL Reg. No.60734 DATE: June 18, 2015 RE: 14-149 9845 NE 9845 NE 2nd Ave, Miami, FL Permit Number: SPECIAL INSPECTION FOR STEEL FRAME AND CONNECTIONS. Building Department Official: I Raissa Lopez,P.E./Gonzalo Paz, hereby attest that I or our authorized representative have performed and approved the required inspections, hereby attest that to the best of my knowledge, belief and professional judgment,all steel frame and steel connections(welded and bolted) on the above referenced project are in compliance with the approved permit plans and other approved permit documents. I also attest to the best of my knowledge, belief and professional judgment,the approved permit plans represent the as-built condition of the structural and envelope components of said structure. Should you have any questions or need any additional information, please do not hesitate to contact me. Sincerely, : 77 410 n Prepared By: Raissa Lopez, PE Gor42z,°) Lic. No. 59399 Lic. No. 60734 Job No: ;/M015� 20150520 152146-1jpg ' � .` I IR Nit Iron mvm"UAVV IF 741sw 1, T 1 E � 114 0 A a } ¢ 021 - iF W €a g> AY ' 01 h � Y , _. bft 'as SM, IF !JR rl -019 p � r 1 a � 4 x a g? an d' haps!/mail.google.com//scs/mail-static/4s/k=gmail.main.en.rXMJEWnkk.O/m=m i,t/am=PiMa4E7G UGMMWeWPkKxf- 97JU14dX9REmgGSnAP5vgv8... 1/1 a 3Wes. r g ,.:' it pp gpj z3 , u "- 24 .'a� " If gm' ' `m's �r z u Al � L n NIM �k�'ik'f.1R +'A,�. $ LJIfViX►111.y < . 5 �' a I�If IMF WE R IF rt y + L ITt 1# E H E y. £ "'f^"#" �� i� •^"� } ': awn a � '►.With b � ��" iiia' � � k E ? 3 o �s 1. s e Cd IL IL U) 0 rn E w rn AN � W-f NL " a - Ito 7AN CL a SAM WE OWN r ii � V i N c x� E hu m �iIII;I � 1+x HM � Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 T. 305.599.8133-F. 305.599.8076-www.easterneg.com To: Miami Shores Village Building Department From: Gonzalo A. Paz, PE-Structural Engineer, FL Reg. No. 60734 Date: 08-05-2014 Re: Permit No:14-1526 Response to Structural Comments Dear Sir/Madam, The following is our response to structural comments generated during your review of the abovementioned project. 1. The steel column is connected at top to the steel joist. What is the member (shown hatched) above the windows. R: Detail has been added to clarify existing conditions @ top. See 1/SD-1.0 2. Clarify the detail of the column base connections R: Detail has been revised. Please see SD-2.0 If you have any additional questions or comments, please do not hesitate to contact me. Very Truly Yq u vi Gon��lo„A Pa E, o r FL Reg. No. 60734 g Group ,ern Engineerin East -3-401-NW- 2-nd A-vendo-SuR"70,--Q: ,-fi T.305.599.8183 •F. 305,599.8076 a www.easterneg.com nd 98"45 NE 2 AVENUE, -0 171 Job No : 14-14 0 --1 9 m r ' / 7 T ` A < 9845 NE 2nd AveFF m Miami FL 33138 j � JUL 1 � X014 STRUCTURAL CALCULATIONS ••••'e • ...... •...... ease . • ,,��{6�O�/J//�d•�•ss• sees : sees•• • so ,,,��a• ••••es sees• e seeees O : C ��'9��-. :sees• • • �� • / sees•• • Q I sees • co 4P eese O.0 m: `v- ap Pre ared B Prepared Y: .spare oxof, s, oeoo� ❑ Raissa Lopez, PE ❑ Gon!w '%VE Lic. No. 59399 Lic. No. 60734 CAN # 26655 CAN # 26655 tu ee G OUP Eastem Engn 3401-NW-82-nd T. $05.599.8133•F.305.599.8076•www.eastemeg.com DESIGN CRITERIA: Calculations based on: 1. 2010 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10 3. Building Code Requirements for Structural Concrete ACI 318-08 4. American Institute of Steel Construction AISC-13ed 5. Aluminum Design Manual 2005 6. Specifications for the Design of Cold-Formed Stainless Steel Structural Members SEI/ASCE8-02 ...... .. ...... CALCULATION STATEMENT: • To the best of my knowledge, ability, belief and professional judgment, I©fffoy,,MC.Vthat t44111hual ....0 calculations and computer generated calculations are in compliance With t a exis � overning codes • =N*. �� *3 o:9 MbR ❑ Prepared By- El Prepared `. ••• �� Raissa Lopez, PE Gonzalo �- * ®` Lic. No. 59399 Lic. No. 60 ,,��,N E�,�%� ,® CA#26655 CA#26655 ASID Design,with a Load Factor of 0.6*W 5/14/2014 ASCE 7-10 ASD.DESIGN=0.6*W Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 Description: 9845 NE 2nd Ave. Analysis'by: S.F. a ser,Iw�peitd ata{ y Calcr�lated iPararraeters 't.... , Structure Type Building Basic Wind Speed(V) 175 mph Hurricane Prone Region(V>100 mph) Struc Category(1, li., III, or IV) 11 Table 6-2 Values Exposure.(B, C,or D) C Alpha= 9.500 Struc`Nat.Frequency(n1) 1 Hz zg = 900.000 Slope of Roof 0.0 :12 Slope of Roof(Theta) 0.0 Deg Type of Roof Monoslope Kd(Directonality Factor) 0.85 Eave Height(Eht) 0.00 ft Ridge Height(RHt) 0.00 ft Mean Roof Height(Ht) 15.00 ft Width Perp.To Wind Dir(B) 147.90 ft At= 0.105 Width Paral.To Wind Dir(L) 267.00 ft Bt= 1.000 Bm= 0.650 VCi- 0.200 Type,of Structure I= 500.00 ft Height/Least Horizontal Dim 0.10 Epsilon = 0.200 Flexible Structure No Zmin= 15.00 ft �Gue""fectgF Gategorl RtgidAStructur�es Impl�fied Gust1 For rigid structures(Nat Freq> 1 Hz)use 0.85 0.85 .... LID ' soul` 1 .�Gt315P ¢C �tgrE�k4g� 4�U✓1"tlaeStQDmpli ,' � '� 1i6ab* . 3. ....�. Zm jZmIn ••15400 ••• ft • . Izm Cc*(33/z)^0.167 ••© 1 '• 000000 Lzm 1*(zm/33)^Epsilon ••421'06 it ::0000: Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 .•OM8 .•••• ,•••• Gust2 0.925* (1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm)) 28 ..;..' *000:0 G I Since this is not a flexible structure the lessor of Gust1 or Gust2 are used I ...465 •• Fla 26.11-1 Internal Pressure Coefficients for Buildings, GOO.•. •• . .... Condition Gcpl Max+ Max Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 1 0.18 -0.18 Eastern Engineering Group Page No. 1 of 2 ASD Design, With a Load Factor of 0.6*W 5/14/2014 ASCE 7-10 ASD D.ES1GN=0.6*W Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 Ficiure:6.30-s2 -:External'Pressure Coefficients. GCP Loads on Components and Cladding for Buildings wt Ht<=60 ft 2a 2a 4 ' ---- 2'--_ _ 2a 3 - I �" � 2 'Theta Ht 3,� --- -- i a Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monslope cases a= 6 ==> 1 6.00 ft Double Click on any data entry line to receive a help Screen Component Width Span Area Zone GCp Wind PrW(Ib(ft) (ft^2) Max Min Max 10 10.00 4 0.90 -0.99 36.6610 35.00 4 0.81 -0.90 3372Note:*Enter Zone 1 through 5,or 1 H through 3H for overhangs. ••••' ...... .. ...... ...... ...... Eastern Engineering Group Page No. 2 of 2 East 'IsEareeinru PRQIECT No. & NAME:- ""' 3401 NW 82nd Avenue 5ulte 370, Rore.l, FL 33122-1052 T.305.599.8.133-F.305.599,8QZ6-www.eastemeg.com DATE: PAGE: f Y/z .. ................... —— ------------------------------. ........ e,n v?. 1 {tee �qtywl ii.wv ` •rY• •••• fir • • •• P l(te J • •••••• • LIP 00 V,Q--4*06 ••••• a �t%/ •�••�' . �t( tom/'"'/ 21414 llso;,-07Z) -Pseo.Vl [..;2VZALdL �t .� Ea " Awn, ��i e I � 1�ii41 n R_QJE_ �o._8c NAME._ P CT 'S 3401`NW 82nd Avenuei5i ite$70, Doral; FL 33122-.1052 1305.599.8133 F 805.599,8076•www.eastemegccm DATE:00 PACE: or f 'rk o IZ.S OA s �1040�,� •••• • ••••• • f .0 • ...............` 2 Alfonso Residence _ -- Privacy Wall = DESIGN O.F MASONRY FULLY QROUTED WALL l=oad Duration Factor axe fm., Prism Strength of Wall [psi] i,Actual Thickness of Wall [in] 3 F F�3 4, Distance to Center of Flexural Reinforcement[in] #, gear Number H 3xFs p,, Bpr Spaci.�tg,[h�] _ Es, Modulus of Elasticity of Steel [ksi] 7 I6m,:Modulus of Elasticity of Masonry[ksi] ' n, Fttio of'Moduii of Elasticity[-] Reinforcement Ratio [-] k, Location of Neutral Axis[-] !Ms,Allowable Moment Based on Strength of Steel [Ib-ft/ft] ;Ift, Allowable Moment Based on Strength of Masonry[Ib-ft/ft] M,Allowable Moment in Wall [lb-ft/ft] SOLID PIER ' Load Duration Factor j0 f m, Prism Strength of Wall [psi] E W Actual Width of Pier[in] 9 h d, Distance to Certer of Flexural Reinforcement[in] Bar Number[-] Via, Number of Bars [-] w As,Area of Steel of a Single Bar[in^2/ft] '....' •••• • gs,-Modulus of Elasticity of Steel [ksi] .•• • y r " ;gym, Modulus of Elasticity of Masonry[ksi] ..•••• •• ••••" n, Ratio of Moduli of Elasticity[-] •••••• :....: x p, Reinforcement Ratio [-]q IN, :...:. ""ik, Location of Neutral Axis [-] GOOD " Ms, Allowable Moment Based on Strength of Steel [lb-ft] ;eggs •. .... Mm, Allowable.Moment Based on Strength of Masonry[Ib-ft] @se • k M Allowable Moment in Wall [Ib-ft] <.. e."m�.. • wAdhesive Anchoring Systems :.: HIT--HY 150 IMAX Adhesive Anchoring System 4.2.4 r HIT HY 150 MAX Ultimate.Bond Strength and Steel Strength for Rebar in Concrete (} Concrete Compressive Strength Grade 60 Rebar f'c=2000 psi f'c=4000 psi to Nominal Embed. Embed.to 4` Rebar Depth Ultimate Embed.to Ultimate Embed.to EDeve op Yield Tensile 4y - Size in.(mm) Bond Develop Yield Develop Bond Develop Yield Tensile Strength Strength ) Strength Strengths STtreen int Strength Strengths Strengths Ib(kN) Ib(kN) ; ,{ lb(kN) in.(mm) in.(mm) Ib{kN) in.(mm) in.(mm) 3-3/8 8100 8240 (86) (36.0) 3-3/8 5 (36.7) 3-3/8 4 6600 9900 #3 4-1/2 8700 (86) (127) 11380 86) (102) (29.4) (44.0) (114) (38.7) (50.6) 1: 4840 4-1/2 13840 ;i#} (114) (61.6) 4-1/2 5-7/8 (66.0) 4-1/2 53/8 12000 18000 #4 6 18800 (114) (149) 20620 (114 (137) (53.4) (80.1) I,a (152) (83.6) (91.7) 5-5/8 20200 25060 (143) (89.9) 5-5/8 7-3/8 (111.5) 5-5/8 63/4 18600 27900 f. #5 7-1/2 28600 (143) (187) 29900 (143) (172) (82.7) (124.1) h (190) (127.2) (133.0) @ ) 6-3/4 27080 27080 (172) (120.5) 6-3/4 10 (120.5) 6-314 81/2 26400 39600 g 36680 (172) (254) 43820 (172) (216) (117.4) (176:2) (229) (163.2) (194.9) � s 7-7/8 36200 40360 #7 (200) (161.0) 7-7/8 11-5/8 (179.5) 7-7/8 10 36000 54000 10-1/2 49940 (200) (295) 57760 (200) (254) (160.1) (240.2) ; (267) (222.1) (256.9) g 45860 58860 t #8 (229) (204.0) 9-3/8 13-3/8 (261.8) 9 11 1/2 47450 71100 12 66680 (238) (340) 73800 (229) (292) (211.1) (316.3)*see e (305) (296.6) (328.3) • • ' • 10-1/8 54660 68580 •• • • • • • (257) (243.1) 10-3/4 15 (305.1) 10-1/8 14 3/8 60000 90000 0 0 0 0 •#31 ; 13-1/2 88000 (2731 (381) 88000 (257) (365) �L66.9) (4x0.3) ••• •• • • •+ )f. (391.4) •••••• (343) (391.4) • •ji # 11-1/4 68200 80520 • • • ••••• 00 (286) (303.4) 12-1l4 16-7/8 (358.2) 11-1/4 15 96: •16200 �1;0300 •;•.• f} #10 15 101720 (311) (429) 115160 (286) (381).•• •i?839.0) ' •(S01:4) ....... ) (512.3) ••• •• • • �;?1{ (381) (452.5) •• flR i 1 Based on comparison of average ultimate adhesive bond test values or ultimate bond stress calculated strength values versus ultimate t.rtsile stre• ar• •{#a' jl i,a • I For more information,contact Hilti. ' • • `� S(`s 11i 11 �a Hilts.Inc.(US)1-800-879-8000 I www.us.hiiti.com I en espanol 1-800-879-5000 1 Hilti(Canada)Corp.1-800-363-4458 1 www.hiiti.ca I Product Technical Guide 2008 185 '_J'; _ arra EnglmeerMg � p _ PROJECT No.& _. � 340 Nil 82nd AVenue,$U!te 37Q, Doral, F1.331Z24052 T.805.599.8133•F 8.05.599,8076•w meastemog.com DATE: PAGE: - 4— ® — Ile s n s l a ! A �^ N egg of rd • `^ � �• •• • • • • •• • • • • .sees 4 4 4—CJ S' •• • sees s • - - Project Name:14149 9845 NE 2nd Ave. Structural Date:05114/1-4----- r 'ty j y NFMRIALS: AJUirtl7num Atlowatble Stress for Components: Fb=1w000 psi, Fv=8600 psi for 6063,T6 E=10100 Ksi Fb=9500:psi, Fv=6500 psi for 6063-T5 E=10100 Ksi Fb=19000 psi, Fv=12000 psi for 6061-T6/6005-T5 E=10100 Ksi Strong rand'li!l'/eak Axils Ai owables Stress for Tube Steel Shape: Fb=23760 psi, Fv=14400psi for Fy--36 ksi E=29000 Ksi Fb=30360 psi, Fv=18400 psi for Fy=46 ksi E=29000 Ksi Strong and Weak Axis Allowable.Stress for Tube Stainless Steel Shape: Fb=16216 psi, Fv=9189psi for(SS 304)Fy=30 ksi & Fyv=17 ksi E=28000 Ksi - - -- a e a Panel Panel Span of Mullion (ft)Ffflo 2 a Vidtrv$1 � 5�; Equivalent Width of Load (ft) es =4Q Wind Pressure(psf) Y�twmw, ulli0 ••••• •• •••••• • , pOQ`Q; Modulus of Elasticity(Ksi) Parl2lg••• Paned ;....: ••••• isiGGs •••• • **Vt Ii 3 ,3 Allowable BendingStress (psi) •goes• J 1840x(1 Allowable Shear Stress (psi) �•g;•; •. s g •.Gass g sass.. . 4,0000. s s • • Gsssss �n • r. sasG Elastic Section Modulus About Axis of Bending(in^3) -2,0000 x � = 2 Moment of Inertia of Section (in^4) 0, 250 �k Gross Area of Section (in^4) Area = 1,3973 1n^2 Ixx = 0,9536 in^4 Iyy = 2.8191 in^4 Sxx max = 0,9536 1n^3 Sxx min = 0,9536 1n^3 Syy max = 1.4098 1n^3 Syy min = 1,4093 in^3 P hm WproSS-Width q ivalent kips x , gwin3" 1000 6a ft i 2 M _ gwind'Lapan ki s—ft M.. 8 _ __ P V gwind'Lyan y_ kips PS 2 y Mme(1000.12) �i� , fb r, psi S X BENDING:= "N.G." "OK" if fb<Fb . . .... ...... 2•VmzL,-(1000) • PSI • ...... .... . ..... SHEAR:= W.G." MEMOwir .... ..:..' ..OK" if fv<F, ...... .s• ...:.. . . . . ...... • Op,miscible= 0.75 t�lttir in Lam,;12 Lam•12 if <0.75 175 175 gwind'Lspan'(Lsp.-12) 3 ARea1= 76.80E Ix m DEFLECTION:= "N.G." "OK" if impermissible OReal �/�� Project Namel4149 9845 NE 2nd Ave Date:05/15/14 ��.c��r��.,w��7�i�i•,I t ��A��S, ��,.ee,�s7.1C`l��'i, �L 1 t �,r, Z�.€� "`;,-'s Strong and Weak Axl<s Allowables Stress for Tube Steel Shape: Fb=23260.00 psi, Fv=14400.00 psi for Fy=36 ksi (Not Stress Increase) E=28000 Ks! Fb=33000.00 psi, Fv=20.000.00 psi for Fy=50 ksi (Not Stress Increase) E=28000 Ksi Weld Allowable Stress Fv=21000 psi (Not Stress Increase) VIYY -------------- 0 0 0 0 0 0 —r -1 ^"rr CONCRETE SLAB WWI ••.• sees** FY ti` Og04 Shear Along Axix W of System (Ibs) ... • ...... .. ...... •ecce• Gas 0 S Maximun GAP (in) .... . ..... Base Plate Tickness (in) .• •• ••e •••••• . . . . ...... 00; -Steel Allowable Bending Stress (psi) Steel Allowabel Shear Stress (psi) � R v * Z100 tls Weld Allowable Stress 0.30"Fu (psi) aux /a 11 / 2 1/211 J. /4" STEEL cIMP C ' /1 1IN (TYP.) m _ 10 f "`HK. STEEL FLATE5 5NUG _ FIT INTO m 0 STEEL TU o � o I 0 Area Q.9 GW an:P .. Area = 0,7955 in^2 Ixx -`..0, 9�; i ;•?i '•, Ixx = 0,3435 in^4 Iyy. 0'9'920 1n"'4 " Iyy = 0,8948 in^4 Sxx tnoax••= 0,5227 iin^.3 Sxx max = 0,3892 in^3 Sxx Cin C,572.7 •in:3 Sxx min = 0,3892 in^3 Syy m&x:' —•b,547S••iA-3 Syy max = 0,5113 in^3 Sym min = 0,5473 in^3 Syy_min =_ 0,5113 in^3 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1 � Modulus of Section Axis YY of Vertical Plate (13) 3.87Section Area of Vertical Plate(ink} ev:= GAP—tbase _ r r in Myyv:= V yy.ev NER; lbs—in ry yy.v Myy.v Psi Syy ..�� v BENDING :_ "N.G." w" v g 3, "OK" if Fb >_fb �:�, 4 �� .n.., �....• S yy.v • 0000 0000•. s • • gg �z, SSSS.• •• •0000• V Soso 9 .••.. — JJ — {i ,y3�y .. .•.• 0000 09.000 yy.vAv . �wti e1 •.psl •..S ••0000 • • • • • 99•.•0 S "N.G." 0000.. "OK if Fvs z fi'yy.v ; fbyy. lEv.— v fvyy.v Fbs Fvs COMBINEDv "N.G." "OK" if 1 >—IEv tip Weld Modulus of Section Anis YY (in3) 1E , Wield Section Area (in� ,ri x��, �x= fbyy.w:= Syy.v `�2 psi w BENDING",:_ "N.G." "OK" if Fv >fb , � w- yy.w f . . •.•9 0000.. . • .. . ... .90.0 V 0000.. .. . YY � ** • fv},S,•w' :.. psi :0000 • 90 9.•..• •.. . 0000. 00.00. 0000 0000. .. .• .. . 0000.. SHEAR,,:_ "N.G." OK if Fv`+,z fvyy w . • 0 0 0 0. .. . 9..0 0 • .... fvw= fv},3,w2+ fbyy.w2 COMBINEDW:= I"N.G." "OK" if Fvw z fvw a�s�r� Width of Plane of Failure of Base Plate(in) Heigth of Plane of Failure of Base Plate (in) Vplane:— V it YY lbs 00 � ' 3 Vplane � fvspsi hear' 2•b•h 0000 STRESS:= N.G." "OK" if Fv >_A S shear •••••• •• ••'••• 0000.. 0000.. 0000 0.00.0 0000 00.00 . . . . Goo*** .. . 0000.. . 0000.. . • . . • . . . . 000000 0000.. . . • . . 0000.. .. . 0000 0 . _.. 0000 r ► Eas: Eghwer t Grou : Ph?OJECT leo. & Ii�AME: 3401:NW:82rrd Avenuestilta 3'70, Doral, FG 33122-1052 ` 1.1305:5994133•F 305;599:80.75•Wmeastamag com DATE. Pwcll 9 Ile,e, J 21, • • •••••• •• •••••• • A _ po 4 PLO .40 rn/�� • • • •• ••• LAP// L Alm, Project Namel4149 9845 NE 2nd Ave. Date:0 11.5114 .. MATERIALS: Alum'i'num Atlowable Stress,for Components: Fb=20000 Psi, Fv=8500 psi for 6063-T5 E=10100 Ksi Fb=12500 psi, Fv=5500 psi for 6063-T5 E=10100 Ksi Fb=28.000 psi+. Fv=12000 psi for 6061-T6/0005-T5 E=10100 Ksi Strong and YNeakAais.Aliowables Stress for Tube Steel Shape: Fb=237'60;psi Fv=14400psi for FY--36 ksi E=29000 Ksi Fb=30360�psi_, Fv=1:8400 psi for Fy=46 ksi E=29000 Ksi Strdng and Weak Axis Af`fowables Stress for Tube Stainless SteeFShape: Fb=162116 psi, Fv=9189psi for(SS 304)Fy=30 ksi & Fyv=17 ksi E=28000 Ksi 'Y W11, "r On- Span of Mullion (ft) i �� fit Equivalent Width of Load (ft) Pnhe et � e Wind Pressure(psf) Lw290000,: Modulus of Elasticity(Ksi) Allowable Bending Stress (psi) ••��• •••��• lib,�3960 0, 9 (p ) Palet et .. Allowable Shear Stress (psi) �� •• •••••• ullion •••••• y& �NO MA WO, •••• ••i••` • • • Elastic Section Modulus About Axis of Bending (in^3) •••••• ` T> �6 Moment of Inertia of Section (in"4) .•••.• u 72 Gross Area of Section (in^4) 4.0000 w Area = 2,7695 in^2 Ixx = 6,5950 in^4 Iyy = 6.5950 in^4 4,0000 Sxx max = 3,2975 1n^3 Sxx min = 3.2975 In^3 o ss�s Syy max = 3,2975 1n^3 Syy min = 3,2975 in^3 i WprmS.WidthNuiwdent kips 1000 ft 2 gwind'L$pan Amax: ---�-- kips—ft V = gwind'Lyan max 2 r tzF` QI Mmu(1000.12) fb:_ psi Sx ,... BENDING:= W.G." "OK" if fb<Fb 0060 • • • • • ••••r• •• 0000•• 2•V •(1000) • max • fv= � s pili 6..666 6.00•0 •66• • 00.00 •6•••• 0000 0000• n n ��Btr ,Nc.. •• • •••••• SHEAR= N.G. `��,,.,<.� :, ��w • "OK" if fr, <Fv • 0 • • •••• • ••••6• • r • 0000•• 180 a 7` in >ssible� e3 gwind'Lsp.•(Lspn•12) in 3 Real 76.80E•Ix is DEFLECTION:_ "N.G." f � "OK" if Operm.ble�AReal Pro)ect=Name:1414.9 9845 NE 2nd Ave. Date:05/15/14 Strorr51.and Weak Axis Allewables Stress fior'Tube Steel'Skape: Fb=23760,00 psi, Fv=14400.00 psi for Fy=$6 ksi (Not Stress Increase ) E=29000 Ksi Fbz;33000,00 psi, Fv=20000.00 psi for Fy=50 ksi (Not Stress Increase) E::;29000 Ksi Wei d-,AI:Iawalile Stress Fv=21000 psi (Not Stress Increase ) vYY 1 0 0 0 0 0 0 —f err CONCRETE SLAB • • •••0 0000•• Shear AxixYYof System Ibs •••� 4 ••• • •0 9 Y ( ) . . ..•... .. ...... 0000•• GAS p Maximun GAP (in) .... • • . • • 0000•. •..�•• 0000 ....• i Base Plate Tickness (in) •• " " ' "":' • • 0000•• 0.000. • • 0.000. Steel Allowable Bending Stress (psi) r� ��Q� � Steel Allowabel Shear Stress (psi) JAM- , 000:x0 Weld Allowable Stress 0.30*Fu (psi) 1/2 " 1/2" a°x5"x 311 411 lo STEEL CL IF /1 1M1N :'"TH . STEEL PLATES SNUG FIT INTO STEEL TU Y Area = 1,749 Area 7957�in^2 Ixx = 1,7859-' !""14: '•' ••' Ixx = 0,8946 in^4 I = 3,9466 in^4 Iyy = 1,9726 in^4 YY • Sxx max = 1',�jO5 :4i 3. •.' Sxx max - 0,5112 in^3 Sxx min = 1'QP05 ` Sxx min = 0,5112 in^3 Syy max = 2.487• .in:•3 : Syy max = 1,122-37177 Syy min = 2:4 8 :�n'�3: . : Syy min = 1,1223 in^3 . .. .. . . . .. .. ... . . . ... . . Ys i Y 3 l f 5 >i Modulus of Section Axis YY of Vertical Plate(wi Section Area of Vertical Plate(in� ev= GAP—tbase r- in MYY•v VYY ev l% '�� lbs—in — k�Y=� ��. ,oYI F: &-g, Myy.v fbyy.v = Syy s� �s psi . . •.s• ••.o•• . . . „ ... • • ,.OK" if Fbs Z fbyy.v ease I .. ...... .... .... • ..... *see* •• • o•eo•o • V .D..•. e 00 yy • • . ••.•.• fv psi ...... . . .Does. .. • :so* s..e SHEAR" "N.G." ,IOK" if Fvs Z fvyy.v IEv := -v + fvyy.v Fbs Fvs COMBINED 1rN.G." "OKtl if 1 z IEv of .g 3 � -� Weld Modulus Section Axis YYin ( ) 4 Weld Section Area (in� fb - yy.w= S riv y ; ° psi w BENDINGw:= N.G." ,� , "OK" if Fvw> lUW w r v �2 a .JJ 0000 • • 0000 0000•• 0000•• • • • 0000•• 0000 • • • • • • 0000•• 0000 • 0000• vyy OOVO 60669 f,V • • yy.w "kw �; ��,;tiu< •• • *Gee:•• •••••• • • • • • • 0000•• •0000• SHEARw:_ "N.G." k. 0 :006 ...... "OK" if Fvw->fvyy.w �.-.E rL�._.,. � 0000 If 2 fvw Vyy.w + yy.w2 COMBINEDw:_ I"N.G." � OK if Fvw fi'w 11"117 Ml R -91*W2�, '. Width of Plane of failure of Base Plate(in) 12' Heigth of Plane of Failure of Base Plate(in) t 3A `may 1! STe Vplane Vyy # P °Y�� lbs 3 Vplane fi'shear: � ; P�i.... 2-b'h 6000 0669.. .. . 66. . 6 6666.. .6 666600 6666.. 6666.. STRESS:= "N.G." �....0 •6 6 6 6 "OK" if FvZ fv s shear ••�••� 666i�6 ••:••' .. .. .. . •6666. 6666.. 6666.. .. 6666 ■.ter+ PROJECT PAGE CLIENT: E511GN BY JORINO. . f14-9 1' a .. DATE: _>:,1 REVIEW BY. _. ., . aml .lt.n�l' ors14,Wand25bdar..,TImRdtts C�raui sqP-UT DAT-A-&-DESIGN-SUMMAR-Y ALLOWABLE SHEAR.LOAD AT C.G.POINT V , �I`01 kips (Poritive Down) ALLOWABLE MpMENT AT C.O.POINT M -11 in-Kips (Positive Clockwise) M Y ANCHOR LOCATION TO WORK POINT • + ,Anchor X(in) Y(In) 1C r4' • i • 3 4 A .�3 4 a r 7 41D, 0000 0000 000. 0 00 0000 0 BASE PLATE SIZE-6 in x 6 In Comer X(in) Y(in) XCa= 2.5 In '��•i+•• •••• 1 -0.5 -0.5 YCG= 2.5 In 0000• • +ei+ • 2 -0.5 5.6 •• • • 0000 • 3 5.5 5.5 •Osseo • • 4 5.5 -0.5 O • • • • • • 0000 • 0000+• • • • :goes: 00 a *see • • • ANALYSIS e•e• DETERMINE EACH ANCHOR FORCES m V.moment Vmoment Vmoment Vshear vtotal Anchor X(In) Y(In) Ixca IYCo J X-Xcg Y-Ycg C Angular Vertical Horizontal (kips) (kips) (Kips) (kips) (kips) 1 1 1 2.25 2.25 4.50 -1.50 -1.50 2.12 0.76 -0.54 -0.64 0.40 0.55 2 1 4 2.25 2.25 4.50 -1.50 1.50 2.12 0.76 -0.54 0.64 0.40 0.56 3 4 1 4 2.25 2.26 4.50 1.50 1.50 2.12 0.76 0.54 0.64 0.40 1 1.08 4 4 1 2.25 2.25 4.50 1.50 -1.50 2.12 0.76 0.54 -0.54 0.40 1.08 E 9 9 18 Max.Bolt Shear- 7.08 � KWIK.7CON ill+ Fastenincf'SYst Data t. T-gnsion and Shear Allowable Loads••ln Concrete 8000 psi 41.4 MPa) r• - 2000 psi 13.8 MPa) 4000 psi(27.6 MPa Tension Shear 1 Shear Tension Shear ib Ib Anchgr Dia. Embedment..brTension Ib Ib ) 185280 1 <mfly., Ib il>s 260 125 260 (1.2 s,t 1 100 .56 1.16) 0.82 31116 2 ....._... .`..,...._...0:A4 .16 265 325 300 1-3/�i 295 1 1.33 275 (1.31) (1.18 540' 325 240 390 °F$; 190• 1.0`D 1.73 600 . j/4 1.45)- 600 650 . t 3/ 4?5 • 560 2.8 2.89 2.6 `Ifs of testing conducted in local base materials usi1/4 ng HIM matched tolerance drill bits. 1 Pubgsfiedaloadvetllas cepreseiltiaid9 ) ! gecauss of vaddpons in materlalsj dw res ng necessary to determine actual performance at any specfflc s(te. r; 2 Allowable wor&g..loads aretbasedon:a•safety.facto r,of 4.0. i :xs ~2 Terrsiort and Sh6alr tlttimaty Loads in Concrete' 600 '•.41.4 VA. 2000 psi(13.6 MPa) 4000 psi(27.5 MPA) Tension Shear Ton 1. p z Anchor Ala. Embedmellf Aepth• Tension lb ear Ib Ib Ib, t l orIn. in..int 1 400 1050 500 140.650 3753 5.1 2.22) 1120 3/16 1100 1050 1180 1070 1 78 tf 1-314 .267 4.76 2175 3/16 44 .4.89) 4.67) 970 1575 1100 9. - 1 760 1300 .01 4.89 ;. 114 2� (a_3g 4.31 2600 240Q' 7� 5.7 1-3/4 2500 (10.7) 114 175 (1 (11.1) (11 3) fIS. (44) (7• i A+ Tension and She Allowable Loads •••• i = Tension and Shear All'owabl'e goads; •••• 4 Osseo* in Red Brick'*2 • . • In FlollOW BiOCk''2 ••:ensto� • ••• ( • • •• J Tension Shear AnchorDia, ar Embed.Aapth 1 Anchornia. Embark Depth ib in. In(mm) in.(mm)- Ib(kN) ( 1 �r • 235' • • 1 150 ` 3116 2 •.••'(a56) . . .0 • z :z 3/16 (25) (0:67) (1.00) 1-314 •350 • 300` • 0••• a 1-3/4 290 300 3/16 (44 ••• •5 •; 415 000 31111- qq (1.29 (1.33) 1 • ••205 •• • ••i••• t ( 275 1/4 ••••0.91) 500 •• � 1 1�i 25) • 0 • • •••••• 114• (25) 0.73 1.22) 1-3/4 •. ••42.22) 6 _ 4-3/4: 310 400 114 (44) 0 . •(1.56) • 1 J4 (44} (1.38) (1:78) MW" •.•.• 1 This tast was Performed on individual SPec4mens of ASTM 1�wjh of rickd these • r 1 Ate,$ 1e&tldm C;91t Grade N.Type II pilot holes drilled with TKB matched Due to the wide variations encountered In the came tolerance 61W for concrete blocks. values should be considered Guide moues• ctor of 4.0. 2 Allowable wor.Wng loads are based on a safety factor of 4.0. 3 y 2 Allowable working loads are based on a 8 �� 9 / y- r r The anchors are Installed a minimum of 12 diameters on center with a minimum edge,distance of six diameters fodistance r 100'percent anchor efficiency.Spacing and edge distance may be reduced to six.diameter spacing, d three be used for Intermediat providing values are reduced pacindiameter d edge margins. 50 percent.Linear interpolation may ppts ' F" Combined Shear and Tension Loading i.; r Nd + 1.0 (Ref.Section 4.1.2:7 - -- - - - i YN \urea l 6€• ,,, ,.-.„ma-•��::.,,: �:.:a�.:,a..::..3Ls".�:w`a icaliOl�tde-2008 37'T• I'' :._..�^"-- s:�" •"' 4i•''.:�-p��"��' +rA ' of i-900-878-5000 F HilTli(G �a1"G41P.1-aQ�a8Ar44.ria" of "r Hint;ink:Ng)1'800-878-80D0 i www:us`hlttl:com I en espa�i e d� i iling screws 5.3 Kwik-FIOX •ik-Flex Screw Allowable Pull-Out Values(Tension)" Pullout pb) i Aluminum Thickness(in.) Drill Drill Steel Gauge3 or Thickness(in.) 3/8 3/8 Screw Point cap 2 " 1J2 118 . . 1/4 Size Type (in.) 18 GA 16 GA 14 GA 12 GA 1/8 3/16 1/4 5J16 — 306 — — 638 677 — — — _ — 210 914 — 10-16 3 0.150 158 200 254 460 620 1159 — — _ 240 969 — 12-14 3 0.187 158 210 284 740 1015 — — — — 230 700 1473 1/4-14 3 0.187 159 212 274 480 765 1045 1215 1275 — 1/4-20 4 0.312 — 206 260 500 1 Steel members shall conform to ASTM A 36.Aluminum members shall be 6063-75 aluminum alloy. steel Is C)'00°- drill The maximof um drill capacity is the maximum metal thickness he fastener as enegeseel is 0.10 5°,of No 16 gauge steal�s 0'060°and of No.18 gauge 3 The base metal thickness of No:12 gauge steel is 0.105°, 4 Based on using a safety factor of 3.0. Kwik-Flex Allowable Shear-Valuesi,4 Shear(Ib) Aluminum Thic Hess(in.) •, Steel Gauge3 or Thickness(in.) i Drill Drill „ iJ4 -12 iJ8"- 8" ' Screw SizPoint can)2 18 18 18- 14 1 -16 1 GA 1/8"-3116 3/16"-i/4 GA r Type C GA CA iCA _ 1 693 585 — _ 335 475 a { 3 0.150 545 662 727 —' — — 405 590 10-16 847 i 12-14 3 0.187 526 925 672 967 635 — 395 570 3 0.187 558 633 980 670 715 660 Y j . 1/4-14 835 i J '2 4 0.312bers 540 6083-T5 aluminum 1 Steel members shall conform to ASTM A 36. Aluminum k ss me ��ee� If�dll and selfaiitaP• 1 is 0.060"and of No.18 gauge steel is 0.048'. 2 The maximum drill capacity is the maximum m of No.14 gauge steel is 0.075°,of No.16 gauge stee •••• • • 3 The base-metal thickness of No.12 gauge steel is 0.105°, • • •••• •••••�,. factor of 3.0. •• o • • • • 4 Based on using a safety • • • `.' •e•e•• •• ••••••i";F ' SSSS•• • • �`.-- Soso • • • •'..';. ' • • SSSS•• ii SSSS • SSSS• ;` j •••os• SSSS SSSS• o• •• •• • SSSS••;; , • i •e• • i••••i ji s• • SSSS • • a' f i; • sees 1�p . �EI • �1< jg6f t � ask I 08... 3i i .�)ii;t .:'._,:•:� : ',.:.` Iti. a I Product ethnical Guld l i�l _- cnnn i Him(Canada)Corp. 1-800-363-4458 1 www-hi 77777777777' V, Mechanical Anchoring Systerns M, 4. I�Cw��cBoj� 3 p.�inlsS�r� A�nichrr _ 1`abir�'`t5 Carbon�te�l artd�talnire�st�I r�wik�1641t�°Irt�l�iu�dinto _ the Unriersuie�f Metas Prod 11e©k i77 77 7 w#o ionc66teL Anchor Embedment f'c 3000,psr:-(20.7 MPA) Andhor Diameter Depth Tension Shear2 Material - itt.(min) in,;(mm) Ib.(kI ;Ib 1/4 @A) 2'(51') �q) 713 (3.2) C In 310,04 2;1,G2 (64) 1025.:(4<,0 . 1320 (6:1) 1/2 (12.7) X1/2"(88) 1726 (7 7) 24M (10.8) 5/0..(15.9) t.(102) 223b:(9. ) 3'1:60 (14.1) 1/40.4) 2 (61) 615 (2.7) 650 (2.9) stalnless 3/0 (9.5) 2-1l2 (64) 101'5 (4A 1450 (6.4) steel 1/2 (12.7) 3112 (69) 1475 (6.6) 2200 (9.8) 5/8 (15:9) 4 (102) M. (9.8) 33$5 (14.9) 1 Allowable loads based on using a safety factor-of 4.0. Figure 3-Installation in Concrete over Metal Deck Min.5/8"Typical Min.3000 psi Structural IiF Sand Lightweight Concrete c� ` *, z. x t • • X g�' �r z R • i • • • • • .. um .. ...... X10,20 Gauge O+Wvm • • • •JtpelDeck• • ;00000 Min.4-1/2° Min.4-1/2" 0.0.00 :00.0• 00006 .0 Doi Maxi�6121fit 0000 -00:00• Upper Flute Lower Flute •• •• •• •••••• 0000•• • . • • • • • 0000•• •••••• • • 0 • • • • :09 0•• Table 16-Countersunk Kwik Bolt Allowable Loads in Normal-Weight Concrete' •• • 00019 • • •••• AnchorAnchor Embedment f'�=300D psi(20.7 MPa) Material teria Diameter Depth Tension s earl In.(mm) in.(mm) Ib 0" Ib p" Carbon 1/4 (6.4) 1-1/8 (29) 365 (1.6) 350 (1.6) ,. Steel 3/8 (9.5) 1-5/8 (41) 1 810 (3.6) 750 (3.3) sus 1/4 (6.4) 1-1/8 (29) 320 (1.4) 500 (2.2) ftO / .5) -5/8 1) 670 (3.0) 330 .9) 1 Allowable loads based on using a safety ctor of 4.0. 2 Shear values acting thru threads of anchor bolt.if acting through the empty shell, reduce loads by 70%. 342 Hlltl,Inc.(US)1-800-878-8000 1 www.us.hilti.com I an espafiol 1-800-878-5000 1 HIM(Canada)Corp.1-B00-383-4458 I www hntl.ce I Product Technical Guide 2008 s fear ant Gjal Anchoring Systems A, s i 3 am ion.Anchor u ohor;Performance In'F{ugn ee c3f i dge Dill toe and tchor: Eastern Engineering Group rr""" 40-1-NW-,82-ndAv nue-S,i�te-3770,-Miami�FL-3-12 - T. 305.599.8133*F.305.599.8076•www.easterneg.com 9845 NE 2 nd AVENUE 9845 NE 2nd AVE, MIAMI, FL 33138 WINDOWS AND DOORS CALCULATIONS .•. Pr32tded By�• .. . . . . • ..... - O z,'PE• 'Liv. o. 60734 Design Criteria Calculations based on the 2010 Florida Building Code. Design pressures based on ASCE 7-10 Deflection(Maximum)=L/180 in. Fiberstress=15000 psi (6063-T6), Fy=25000 psi. Fiberstress=9500 psi (6063-T5),Fy= 16000 psi All steel bars to be A36 (Fy=36000 psi) All welding as per the AWS.All steel to be painted. All fasteners and anchor to be coated or stainless steel. Glass to be: 1/"thk. Tempered. Note: . . ...• ...... Calculations based on shop-drawings sealed on May 2014. Dimensional ver Aiion of-4-1- ; . 1" Ok by inspection. Any deviation from conditions shown on calculati8AW?shop •• :0,900: drawings to be engineered separately. ••.... Impact resistant glazing or shutters required as per code: ***so* •••• ••••• ...... • Large missile up to 30 ft above grade. 00*00 .• .•��•• • Small missile above 30 ft of grade. . . . •....• • � WIND PRESSURES 0000 0 : 000 ::*so 096:00 0 sees 0 0 :09096 .::::o 890:69 000000 as 0 :00:0: 0 .0 ego*:. 0 :*so*: 0..0 : 0000 0 0 0 • ASD Design, with a Load Factor of 0.6*W 5/23/2014 ASCE 7-R10 ASD DESIGN=0iS*W Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 Dpsetiption. 9845 NE 2nd Ave. :Analysis by: S.F. �tJsar)1 i+�t�Aata ', ;p,a �Ca�Icaulp�ec��Par,�me`tprsz .> Structure Type Building I - Basic Wind,speed V) 175 Imph Hurricane Prone Reglon(V>100 mph) Strut Cat .gory-(I, 11, III, or IV) it Table 6.2 Values Exposure.(B,C,or D) C Alpha= 9:500 Struc N6t,.Frequency(n1) 1 Hz zg= 900,000 Slope f Ralf 0.0 :12 Slopo"of;Roof{Theta) 0.0 Deg FEav e of Roof Monoslope (Directonality Factor) 0.85 e Height(Eht) 0.00 ftge Height(RHt) 0.00 ft an Roof Height(Ht) 15.00 ft Width Perp.To Wind Dir(B) 147.90 ft At= 0.105 Width Paral.To Wind Dir L) 1 267.00 Ift Bt= 1.000 Bm= 0.650 Cc- 0.200 Type of Structure 1= 500.00ft Height/Least Horizontal Dim 0.10 Epsilon = 0.200 Flexible Structure No Zmin= 15.00 ft Gustl For rigid structures(Nat Freq> 1 Hz)use 0.85 1 0.85 GustFaciEor3Categrt�cl1 _tfistructu_r.,8s CbleterAnaly�rs a Zm jZrnln 15.00 ft Izm Cc*(33/z)^0.167 0.2281 Urn 1*(zm/33)"Epsilon 427.06 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.8628 messed Gust2 0.925* (1+1.7*Izm*3.4*Q)/(1+1.7*3.4*Izm 0 X528,, •••• •••••• 1 a{ 1A m`f-'+'',z U :' i i' ,Vr- isr.,�H'� N,,, trr5 D '23 !t'Y :L"��iiuil.l�+rir t!!l-'la tt�' " h.'?Fstn ; '^� 1, 9v3er.M"S ,i,.ti'^ 4''!, i., �':.. • . _ a ,.RMrt.. a u ,F,.,�...-,,, 'P', ..�__.n� ,...:...�ya.7i_..,.:-� ,...1- S, � ,. „k.: .:a #�,�� `� 'S,,.,Rr.... ,P • G I Since this is not a flexible structure the lessor of Gustl or Gust2 are used .85 •••••• Voss: Fia 26.11-1 Internal Pressure Coefficients for Buildinas. G vio •••.. .... ..... .. .. .. . ...... Condition Gcpi : ' : . • see*:* ...... Max+ Max- Open ax-Open Buildings 0.00 0.00 •• :so* Partially Enclosed Buildings 0.55 -0.55 0000 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 Eastern Engineering Group Page No. 1 of 2 ASD Design, with a Load Factor of 0.6*W 5/23/2014 ASCE 7-10 ASD DESIGN=0.6*W Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 Figure 6.30-2 -External Pressure iCoeffiicients, GGp Loads on Components and Cladding"for Buildings w/Ht<=60 ft 2a 2a 2' L I 2a 2 The 1 Ht 3 ------2�--- , -►t i•- a W --'I Note: The image shows a Gabled roof, but Fig 6-11 also applies to some monoslope cases a= 6 ==> 1 6.00 ft Double Click on any data entry line to receive a help Screen Component width Span Area Zone GCp Wind Press(lb/ft"2 (ft"2) MaxMin(ft) (ft) 10 10.00 4 0.90 I -0.99 36.66 I -39.71 Note: *Enter Zone 1 through 5, or 1 H through 3H for overhangs. 0000 . . 0000 0000.. 0000.. 96 .0000. 000000 0000 .6090. 6 966996 0000. 00000 0 690 0 ....6 6 0000. 6 . 9 . .. .. .. 0000.. i 9 666696 06 . 6 . 9 6666.9 0000.. . . 969666 69 6 66.6 9 6 00 . Eastern Engineering Group Page No.2 of 2 • • PRODUCT APPROVAL • i MIA�MAE) 7 1VtTA1lII-DARE COUNTY A PRODUCT CONTROL SECTION DEP'�A;RTA1'ENT-OF"REGUL&TORY AND ECONOMIC RESOURCES(RER) --- 11805 SNV 26 Street,Room 208 BOARD -AD-,CODE•ADMW TIIATI0N 1)1V181ON T(786)315-2590 F(786)315-2399 "ITM`OF ACCEPTANCE (NOA) wvnv.m1am1dadtgoy/economX Gopi� ass Sales&Services Corp. 74,50 NW 418'Street A4 anu,FL 33166 SCOPE: This NOS. is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County REV - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section (In Miami Dade County)and/or the AHJ (in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series"4500 Flush Glazed"Aluminum Storefront System--N.I. APPROVAL DOCUMENT: Drawing No. 97-38,titled"Series 4500 Alum. Flush Glazed System(N.1)", sheets 1 through 7 of 7, dated 10/15197,with revision E dated 02/23/12,prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.B., bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance number and expiration date by the Miami Dade County Product Control Section. MISSII.,E IMPACT RATING:None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami-Dade County Product Control Approved",unless otherwise noted herein. ."'•. RENEWAL of this NOA shall be considered after a renewal application has b&Qmr1mldd andAvre],leas been no change in the applicable building code negatively affecting the performance of this�oduct. ....:. TERMINATION of this NOA will occur after the expiration date or if there hAs' dif a revision or chants.:.: in the materials,use,and/or manufacture of the product or process. Misuse of tl: N�A as itexUrseme� 00*6 of any product, for sales, advertising or any other purposes shall automatically tpAW %te this kJQ4.. Faingg;0*• to comply with any section of this NOA shall because for termination and remov*l U00A. •..• ; sees** ADVERTISEMENT: The NOA number preceded by the words Miami I=2tc 1*1ounty, Ftorida, and •, followed by the expiration date may be displayed in advertising literature. If*any eartionlaf .NOA•i';••" displayed,then it shall be done in its entirety, V o*% INSPECTION: A copy of this entire NOA shall be provided to the user by the manus kturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA#12-0315.06 and consists of this page 1 and evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation jvas reviewed by Manuel Perez,P.E. NOA No.13-0708.06 MtaMCLIM i cotnvry 'Expiration Date: Dccembor Opt,2018 Approval Date: October 24,2013 Page 1 Gopi Glass dales&Services Corp. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A.. DRAWINGS. 1. Manufacturces die drawings and sections. (Submitted under NOA No. 081212.01) 2. Drawing No. 97-38, titled "Series 4500 Alum, Flush Glazed System (N.I.}', sheets 1 through.7 of 7, dated 10/15/97,with revision E dated 02/23/12,prepared by Al-Farooq Corporation,signed and sealed by Javad Ahmad,P.E. (Submitted un(ler,previow NOA No. 12-0315.06) B. TESTS 1. Test reports on: 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2)Water Resistance Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of a series 4500 aluminum storefront system,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-5705,dated 08/07/08, signed and sealed by Carlos S.Rionda,P.E. (Submitted under NDA No. 08-1212.01) 2. Test reports on: 1)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 2)Water Resistance Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of a series 4500 aluminum storefront system,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL-5751,dated 10/17/08,signed and sealed by Carlos S.Rionda,P.E. (Submitted un der-NOA No. 081212.01) 3. Test reports on: 1)Air Infiltration Test,per FBC,TAS 202-94 2)Uniform Static Air Pressure Test,Loading per FBC TAS 202-94 3)Water Resistance Test,per FBC,TAS 202-94 along with marked-up drawings and installation diagram of a series 4500 aluminum storefront system,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL-5778,dated 11/03/08,signed and sealed by Carlos S. Rionda,P.E. •" . . .... ...... (Submitter)under NOA No. 08-1212.01) •°•• ; ••° • ° • C. CALCULATIONS •••••° • 1. Anchor verification calculations and structural analysis, cog 1 ?ng with T+.l3C ZOIO, dated 02/22/12, prepared by Al—Farooq Corporation, sign(R OAd sealpo•jay Jav�p • Ahmad,P.E. • (Submitted un(ler previow NOA No.'12-0315.06) ;••;•; • 2. Grazing complies with ASTM E1300-04 •'°••• • t Manse rez,P.E. Product ConfiV Examiner NOA No.13-0708.06 Expiration Date: December 04,2018 Approval Date: October 24,2013 E-1 Govi Glass Sales&Services Corp. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) E. MATE RML CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of no financcial interest, conformance and compliance with the FISC 2010,dated 02/23/12,signed and scaled by Javad Ahmad,RE. (Submitted tnt<ler previota NOA No. .12-0315.06) G. OTHERS 1. Notice of Acceptance No. 120315.06, issued to Gopi Glass Sales & Services Corp. for their Series 4500 Flush Glazed Aluminum Storefront System —N.I., approved on 06/14/12 and expiring on 12104113. .... . . .... ...... •••••• •• •'1999• • •••• • • • • • • •'1999• •9999• 999• •'199• • • • • • • ••••'1• • • •"••'1 000*000 0 • •9• Manuel ere . Product Control E• mi r NDA No.13-1 06 Expiration Date: December 04,2018 Approval Date: October 24,2013 B-2 cy� RL OPO. D.L.OPO. D.L.OPD, D.1.OPG. }S, iA ; `` -6 10 A �3 I It i it ==_=____-_- a E / JJ d ,' > N O f� •/J 1 O /J o /J /J. t\ dALL I=GLASS /J 1 1 "TEMPERED 1 \ 1 p j J d yti SEE SEPARATES .p . yl DOOR NOR FOR DOOR C ; AND DETAILS C B°MAX. MAx. IdULLtON SPACING --- � 8"MNL 13°----------- MAX HEAD/SILL SEE SHTS 2&3 ; I OR 2 ANCHORS HEAD SI1 HFAb,✓S0.L 52 CORNERS 13 MAX. ._AT EACH SIDE OF MIILLIDN CORNERS H(iAD/SILL SEE SHEET 4 v _ FOR CAPACITY ,O—v TYPICAL ELEVATION n SERIES-4600 ALUMINUM FLUSH GIMD STOREFRONT SYSTEM ° THIS SYSTEM IS NOT RATED FOR IMPACT. THIS SYSTEM MAY BE USED IN CONJUCTIFNJ WITH MIAMI—DADS COUNTY APPROVED OUISMG ENTRANCE DOORS. CODE REQUIREMENTS FOR SAFEGUARDS MUST BE OBSERVED. INSTALLATION OF THIS PRODUCT IN THE HVHZ ARTA REQUIRES THE USE OF APPROVED SI#t}TT$RS OR EXTERNAL PROTECTION DEVICES THIS PRODUCT HAS BEEN DES(GNEO AND TESTED TO COMPLY WITH THE •• ••N}STF2U+T • • •• i COMPIYIfIG"TH HVHi REt�UIREMEPITS REQUREIIMIS OF THE FLORIDA BUILDING'CODE INCLUDING HIGH VELOCITY • • • • HURRICANE ZONE(HVHZ� • •:US C TS•AS 101.4v. WSTALLMN OF THISSYSiEX1 OUTBID) FI9E HYFTL AREA';SHALL,I.. m o e • •• • • • • ••• • THE APPLICABLE REQI�ITEt7EF9T3 FOR�D BbRNE TYEBRIS PROTECTION. WOOD BUCKS BY OTHERS,MUST BE MOORED PROPERLY TO TRANSFER • •DETSRMWE DCSIGN IND IIAD QNREMEMS BASED LOADS TO THE STRUCTURE. •• ••• •*ON vw Vao" 6rD•.HEttIi YAr ZONE ANCHORS SHALL BE AS LISTED,SPACED AS SHOWN ON DETAILS ANCHORS LW W APPLICABLE ASCE 7 St, Eap"404 ARM... PBO@UCi'BGViSISb. � Q ;�TTOnvertt n TOIAP gmllhQc*. lT t EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSIFJG OR STUCCO. .STEP 2 CHECK IUSING AA TS ON FOR A:GIVEN2*SPACING AND a e VGS@yt �g gJa ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE HEIGHT USING CHARTS EXCEW)T ZDESION LOAD. igCodeplyft hoT7er G • AEciDhOkeAr +,{ $ SHM, NOT PART OF THIS APPROVAL • • • •• TI •C�Pj()CRY �•� Aoeeaptan"No A LOAD DURATION INCREASE IS USED W DESIGN OF ANCHORS INTO tV00D p1IlL ,�ISWG CHART ON SH CDESIGNILOAp SPECIFIED R OPTION BtplmGan Date MATERIALS WCLUDWO BUi NOT LIfATED TO S1EEt/METkI SCREWS,THAT @ • • • •I ATH �� • •. IIy ^�\a" MAR 'N1LamITlliUcFmdvct' $huwng no. COME INTO•coNTAcr VIRTi OTHER OfS�IMIAR MATERIALS SHALL MEET THE . LaWEST vALIlIr 1FLSI1LTtT�FROIt STEPS 2 AND s hila pade Ftdd r 2 ZjZ 9 —.38 REQUIREMENTS OF THE FLORTDk'BLOG.CODE SEC110N 2003.6.4. SHALL APPLY TO ENTIRE SYSTELI.t ' a sheat 1 qT.� • • • • • • • • • • • • • • • : s0 • • • •• •• • • • •• •• ••• • • • ••• • • r MULLION LOAD CAPACITY-PSF MULLION LOAD CAPACITY-PSF Rtt DITROUT INTBRMRDIATR HORIZONTALS t H=ON �11 MULLION MULLION +` NOMINAL DIMS. /0 IISR [t 6IW. NOMINAL DTMS. t7/0 REM. LTH RRINF txT.{+) E1R.(+) ExT.WMA(W) t6][81T W1'.(- CADTH(IC) E HEI98t INT.{..} WT.24' 24' ^ 110.0 pp 30• 110.0 110.0 30' ^ Oct 38' 110A 110.0 38° - 79.4 42` 1 MID 110.0 42' - 69.1 Wt W2 C 48' 72' 103.8 110.0 48" 102" - 81.8 n 84" 9&8 110.0 84' 55'8 WIDTH (W) v WI +W2 Dal 8o• 92.0 110.0 Bo" - 51.5 2 n �E 64f 88` 89.3 l to.0 66" - 4&2 R 72" F am 110.0 72` - 48.8 78' r 8&4 I to o 78" 44.6 - m}r,.}• 24' Ito.0 110.0 24" - 103.8 30• t1m0 110.0 30" - 83.8 _ 38' 10817 110.0 38" - 70.8 v� 42' 94.0 I t0.0 42" - 612 ��`� I�� i •: 48" 78" 0&1 110.0 48' 108' 84.4 t `�1 $y I ♦I z 84° 78.7 103.2 84" - 49.3 z �. 80° 74.2 97.3 80" 4&3 I I ij z rt 88' 711 93.3 88' - 422 t i_� I/-� 0 72° 89.4 91.0 72' - 38.8 78' 89.0 90.4 78' �•6 Wt W2 Wt WI W2 ry 24" lima 1 t0.o 24` 82.8 M. 106.1 110.0 30" - 74.9 WI + W2 m 36° 901 110.0 38' 63.0 WIDTH (W) vj1�1 42' 79.1 104A 42' ^ 84.7 2 M 48" 84` 711 94.3 48• 114' - 48.8 84° 65.4 89.7 84" - 43.8- SIUCONE SIM 1/4'TfMPEM CLASS_ 80` 812 81.1 86" - 40.2 --�I�'��- ON OUTSIDE DEAD �. 86• 582 77.1 88° - 37.4 t f It \ I 72° SM 74.4 72" - 38.1 1� 11 11 78' BSA 73.8 78' 34.1 24" 110.0 1100 24' - •83.7 30` 910 110.0 3a° - 87.4 38' 77.1 1032 38" - 88.7 42' 67.4 90.2 42' - 49.1 Wt W2 Wi 46• \...' 80.4 80.9 48" 120" - 43.6 $ 88.3 74.0 84" 38.3 IYl W2 81:4 08.8 Be 38.9 WIDTH (W}m 2 + 4 91 $$JJ gg' 840 88" - 33.3 72' 48.4 62.2 72' - 31.2 td N 70' 48.7. 61.1 :HODDCTRRNLW�� iAZ►NL-' C1EE 0 ^ 24" 86.0 110.0 •• ••• • • • • • •• 3sc9mplyMgail®thei+IniYfib lot - • • • • • • • • • !kvMgC*de NOTE, 30° 775 108.0 • •• • • • • • Accept90ee14o GLASS WAMIS ARE 36" 6&1 90.1 • •• • • • • ••• • s 1 ovate _Ea bO-,t4 (3 SEC. GUM) 42' 87,9 78,8 • • • • • • • • •• •• • • • •• Dy 46• 98" 815 70.2 M19iam cP uef / Or T ayP�sAcomI:1181 'M +6; 84' 47.3 635 FtA.F.E.i.. 571592 "" h ease t 60" 43A 68.2 LOAD$$ SHOWN M CIIARTS ARE FOR INSTAL.moMS WHERE 41.1 8&8 0 • ••• •• WA TF� LWFILWON RESISTANCE IS NOT REQUIRED. 72' 39.1 62.9 MULitON •d(MJMN • • • LUT•EXIERIOR LOADS TO +72.0 PSF FOR INSTALLATIONS , 78` 38.3 81.8 TT/O mw. 6' s PJW. • •• • • VVRE tT INFlLTRATION RESISTANI� IS REQUIRED. �' l9Pilf' oP 9 drdmLlS no. .. .. Z� 9 -38 .. ... sheat ,o1 7 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • . MULLION LOAD CAPACITY - PSP MULLION LOAD CAPACITY-P8F t�.-- WH INTRIMFDLATR HORIZONTALS 'OITH INTRRMRDLITR HORIZONTALS MULLION MULLION MULLION MULLION NOMINAL DIMS. Ir/0 nW HRINF NOMINAL DIMS. 'H/o RRINF.VRTH HEW em(+) oci.(+) W.(+) EXr.(+) !0Y+ WIDTH(W) 171.00E HEIGHT WT.(•-) W.(-) %=M(W) Mr.<-) W. 24' 110.0 "1 t0.0 24" - 110.0 30° 110.0 110.0 30" 91.4 38' 110.0 110.0 38" - 78.2 6k1' 42IOIA 110.0 Or 83.3 4$' 72' 85.4 110.0 48' 102' - 57.1 Wl W2 54" 782 f 01.9 54° - 50.8 8O' 70.7 91.7 60° - 45.7 WIDTH (W) m Wt + W2 iGh 88' 84.3 83.4 Be - 41.8 2 y 11�,W 72" 58.9 78.4 72" 38.1 15 76" 38.8 73.4 76° - 39.6 24" 110.0 1IOA 24` - 1012 to tm W. 110.0 110.0 31Y 81.3 - ve�saa' 38° 99.3 110.0 30" 87.9 ` `-- 42' 35.1 110.0 42° - S&2 48° 78" 748 97.7 48" 108" 51.0 �I Be 88.2 a&$ 64" - 45.3 80' 698 70t 60" - 40.6 1 f 1 i� 88" 54.2 712 w - 37.1 �_-j ___J g... 72' 49.7 65.1 72" - 34.0 „3 75" 47.7 628 75' 1 - 32.6 L wl 1Y2 w1 24' 110.0 tI&0 24" - 91.6 M. 101.7 110.0 SD° - 73.2 VADTH m W1 +w2 �j co 36' 848 I to.0 38° - 61.0 tY� 2 42" 72.7 99.3 42' - 52.3 M 48" 81° 63.8 84.2 48" 114` 48.7 94° 888 74.9 Be - 40.6 •-^-- -- 80' 30A 67.4 80" -- 38A 66" 43.2 61.3 or 1 i l l 1 1 /1 1♦ I 72' 42.4 $8.2 72' - 308 fm 75' 40.7 532 76" 29a 24" 110.0 110.0 24" 82.8 qffi Hi i Iii 30• aes tt9.a 30` - 69.0 38' 73.8 972 38' •. 58.0 42" 83.3 63.9 42" - 47.2 u '` 49" 90` 58.4 73.4 48` 120' 41.3 wt W2 Wl WI W2 `Y a 54' 49.2 65A $4° 48.7 1130DIlCI'R)tNE 80". 44.3 '88.7 80" - 33.0 +• x919 the 80" 40.3 S3.4 88' - 30.0 WIDTH(W = 121 + W2 WIDTH(W) o W1 2 W2 ct4plux �cr o / 72' US 48.9 72" 27.6 )<L'aOtialtgte 75" 35.4 472 - BY • 24" 932 110.0 •• ••• • • • • • •• 81 Dada that W. 75.1 103.2 • • • • • • • • • NOTE: a • •• • • • v • GLASS CAPACITIES ARE 36` 62.6 88.0 •• • • • • ••• • a2° • • • • • • • • BASED A$TM-E(300-04 (3 SEC. GUSTS) 53.6 73.7 48" 98" 48.9 04.8 •• •• • • • •• alga 4AWZ 1tAODUCi`RRYt6RL3 , 54' 41.7 87.3 ,l � .,.. ItDOWtritlh49oFlothla a' 1 80" 37.6 812LOAD SHOWN IN-CHARTS ARE FOR INSTALLATIONS WHERE Atbep +ce 4)'/i 0 96' 34.1 48A ••• 0:0 :• WATE1 (VUWATION RESISTANCE IS NOT REQUIRED. 72' 31.3 43.0 MULLION • • • • uW dDMRIOR LOADS TO +72.0 PSF FOR INSTALLATIONS {(p dctt 'ptr4 75` 30.0 41.3 W/O HEINF. •TP amww. • •• • WHLRE WfTE J INFILTRATION RESISTANCE IS REQUIRED. drov[ng n0. i• ••• :• ••• . 2D2 shti9t 3>" 7 • •• •• • • • •• •• ANCHOR LOAD CAPACYPY - PSP ANCHOR LOAD CAPACITY - PSF WITH OR WITHOUT INTERMIBDTATE HORIZONTALS WITH OR WITHOUT INTERM 191HATS HORIZONTALS nS &JNG(") _ EXT.(+)&IttT.(-) nq 1 ANCHORS ANCHORS ANCHOIG4 ANCHORS NOMINAL DWS. TM`A' 'D'&'C' NODU"DHSS. TYPE`A' TYPE.4'8'& %NTH(%) FRW HER1M Al AE I CI ER/CE 9®TH(%) M49E HMM Al A8 -BI/CI D8/C8 � QQ 24° 91.2 1t0A 110.0 110.0 24' 60.8 110.0 102.1 110.0 30• 7&8 110A 110.0 110.0 30° 156.3 100.0 845 110.0 ,�u1 36° 07.8 110.0 110.0 110.0 36' 43.4 88.9 73.0 99.0 !Qa 42" 61.3 110.0 103.0 110.0 42° 38.8 77.2 64,8 08.0 48' 72" 57.0 110.0 989 110.0 48' 102° 38.1 70.2 58.9 80.0 Vl1 %2 fi 54' 54.0 108.1 909 110.0 54' 32.4 642 54.5 74.0 A Vll + W2 a1 80° 52.1 104.2 87.5 1 TOA 80' 36.4 809 51.1 69.3 %IDTI7 (Vl) 86" 51.0 1020 8%7 110.0 88' 289 87.7 46.4 858 2 72" 80.7 101.3 80.1 110.0 72° 27.8 85.3 48.4 83.0 75" 80.7 101.3 8&I 110.0 78' 27.1 84.3 45.6 61.9 ilYu,' rrrppp 24" 82.9 110.0 110.0 . 110.0 24' 87.0 110.0 96.8 110.0 30° 699 110.0 110.0 110.0 30" 47.1 94.1 79.1 107.4 a 38° 809 110.0 102.1 110.0 38° 40.6 81.1 88.1 924 42' 54.9 109.7 922 110.0 42" 38.9 _ 71.9 66,4 820 . 48' 78' 00.7 101.3 85.1 1t0.0 40° 108° 32.6 83.1 64.7 74.3 64' 47.7 9&4 80.1 1089 04' 30.0 BOA $0.4 68.5 80" 45.6 91.2 78.6 104.0 80' 2&1 5&i 47.5 64.0 � z )v BB° 44.2 68.4 74.3 100.8 88' 28.6 53.1 44.6 60.8 a m 72" 43.4 no 73.0 99.0 72' 25.3 80.7 42.8 579 Al. BI. CI �F- =+ 78° 43.2 86.8 72.6 9&6 75' 249 49.7 419 69.8 W 24" 76.0 lloA 110.0 110.0 24' 63.5 107.3 90.1 110.0 83 00 i 110.0 30' 44.2 68.4 _74.3 1003 O � 30° .4 1 i. 08 8 U � 38' SS.3 110.0 92.8 110.0 �' 360 78.0 83.8 88.7 I � 111 42° 49.8 99.3 83.4 110.0 42" 33.8 87.2 5&5 76.7 �M 48° 84" 45.6 9t.2 78.6 104.0 48" 114" 30.4 809 01.1 69.3 _ Z 84° 42.7 85.3 71.7 973 64' 28A SU 47.0 83.8 - _ BO' 499 81.1 8&1 92.4 80' 26.t 52.1 43.8 59.4 p0.�"�Q 88' 39A 7&0 �.S 88.0 88° 24.8 49.1 41.3 58.0 2tZL I1rIE" 2 ° U' I� ma 72" 3&0 70A 018 88.7 72" 23.4 46.8 393 53.3 78" 37.7 75.3 63.3 85.9 75' 22.9 4&8 3" 82.2 A`• $,2. C2 24" 10.2 it" 110.0 110,0 24' 80.7 tot's 85.t 110.0 30' 58.4 110.0 98.0 110.0 30' 41.7 1 83.4 70:0 96.1 38' 80.7 1011 851 110.0 38" 35.8 11.8 60.1 81.8 fi ANCHOTLS..TYPES:SEE StiEET 6 t'OR DESCRIPitON A 42" 45.3 90.8 76.1 103.4 42' 319 83.2 83.1 720 � 48" 9D" 419 829 69.6 949 48" t20' 289 87.0 47.9 85.0 At = (])ANp.110i18 TYRE.A AT 9AC4 VPE OF ON 54' 3&6 77.2 88.0 54• 282 52.3 439 59.8 •'i'(+2).A4�#4Holt�,ly N Stogy fir'uuldu 389 73.0 81.3 3 83.2 80° 24.3 48A 40.9 SS.S 34.9 899 78.8 88' 22.9 4571 38.4 52.2 72' 33.8 879 88.7 77.0 72• 21.7 43.4 3&8 499 C� .1t' :.'EAISID�ftlu'FAII, 7S' 33A 06.7 56.0 70.1 , TYP• C 21014 o 24' 65.1 110.0 109.4 110.0 •• ••• • • • • • •• a 30' 54.0 10&1 909 110.0 • • • • • • • • • ALL OTHM ANCHORS TO 8E SPAM AS PER ELfi/ATim 38" 46.8 839 78.8 108.7 • • •• • • • • • 42° 41.7 83.4 70.0 951 ••• ••0 ••• ••• • • ••• ..• ��1vDG I�16i]ds �. 48° 96" 30A 784 639 86.7 54' 353 709 893 80.4F!o , A" .11100DCTRF.NEWr?CY 60' 33.2 80.3 65.7 75.8 aseemlAYfigailh Ste Fln - _ DC 80' 31.6 632 83.1 72.0 • ••• • ••• • • N�1AtnSCale �' 72" 30.4 80.8 61.1 69.3 •• • i i i• i i ecce tloa�ll4t4 76' 289 89.8 803 08.3 • • • • •• • • • • • drbwwlAg no. • •• • •• • • • 97-31 • ♦ •• • ••• • jui jaFu pmlc P�udeci. ' efieet o •o• 0 0 0 ••• 0 • TYPICAL ANCHORS Isy F SS SEE MIX. SE WOOD BUCK TYPICAL ANCHORS METAL TYPICAL ANCHORS 14M u -4, -'a v•d t a Q FOR SPACIN STRUCRURES FOR SPAdNO - pil 4- Owl u. O a n 1{ 0 i• � 3°� 0 Io TYPICAL ANCHORS SEE IaEv FOR SPACING ' !1 TYPE A'— 1 d Dm. LRTRACON / 191�,ELCO,{Fa.]rJ Ics1,Fyetss IC51) !• S INTO 2BY WOOD BUCKS OR VOW STRUCTURESp !I 1-1/2" MIN. PENETRATION INTO WOOD arI-sena i ort-ssw THRU 1BY BUCKS INTO CONC.-OR W60NRY MIN. EMBED INTO CONC.OR MAS NRY m O TYPE 'B'- I MA. '�a�t7t isl,fl tsa Rsi; � $�� S- DIRECTLY INTO CONC OR MAS{INRY r MA-EMBED '- .WCc j s 1-1/4:- MIN BED 4 MASO�ff€C v tJ Z i _ '•1 TYPE 'C'- dF`DRILL14t jiiRAOE 2 CRs; ! INTO METAL STRUCTURES n g �! STEEL: 12 GA. MIN. (Fy a 30KSI MIN-) j, ALUMINUM : 1/R3"!HK. MIN (1306345 MIN.) !{. (STEEL IN CONTACT'WM ALLI bWbM TO BE'PLATED OR PAINTEIT) ! TYPICAL ED OEO TACE r INTO CONCRETE AND MA VM- = 2•-111el MIN. . INTO WOOD STRUCTURE - 1" MN. { •IMO METAL STRUCTURE _ V ! i'IRODUCI'ummim CONCRETE AT HEAD,SILL OR JAMBS Pc m 3000 PSI MIN. i1 L9alding wklatksb7oflQL C-90 HOLLOWARLED BLOCK AT AAM Pm ,a 2000 IS MN. AttrpinnecNo SE?�LANTS: cg N I{ D •• ••• • • • • • •• ptrasnn Doe- 6 i� • • • c • • • • GLAZING BEAD T0,FRAME. MULLION AND FRAME SEAMS AND ALL "N-CIM/ALUM • • •• • • • • • Dq FRAME CORNERS SEALED COLORED SILICONE oP1-3804 i- •• • • • • ••• • AN= )Ode P nM, O aw�ssos • • • • • • • • 'SCHNEE MOREHEAD S�QV. •• •• • •• AAQAUOtRGVISRD �8¢ap ] srvllhtha] tG]e :a s W000 SUCKS AND METAL STRUCTURES NOT BY GOPI GLASS E�n s Tfiddln 3.o $ 2 MUST SUPPORT LOADS IMPOSED BY GLAZING SYSTEM ANDaali I TRANSF&R TIfM TO THE BUILDING STRUCTURE- 00 TRUCTURE. _ N i ° FFOR i SPACING � sheat.5:4F�7 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • � q nTRd1 Ji PART CUANTtTY DBBQRIPT{ON H�'C8R1A4 E1htF:fBbPPL1RRJ11FddAT6{S. 0 cg.. 1 OPP-6502 AS RM. OPEN M tffADjt7Pa/mm '@9$3 TB = 69041 2 OPI-•8503 AS RECD. FRM E S&L SHifd•a 1/4FMAX s BPI-3504 AS RECD. am STP SHlfd 4 BPI-6908 AS RECD. POOW RLLER 8083* - 6 oP1-6009 AS REOD. FAT VILLM 8083-76 - A � AS REOD. MJMNO CASKET NEOPRENE- • 7 2/LITE I SEIRNO 3L= £PDD! IODaBiaEiEe 87f3 SRORE A CI n 8 B10 x v SLS 2/CORNER FRAME ASSUMLY SCREWS.- - - �.. 9 AS REOD. i RWVURCINC CHAMEL STEEL 6148°x 3-1/4°X 3/3°X 1/9'IK 10 I 1/4°TELL MASS s Wd A O a 4( a•a o 41OOD 000 STRU0TORREE :<I2 . s fypmk ANCRORS TYPICAL ANCHORS a• n FOUR SPACIND ELEV. SEE FOR SPA SPACING MULLION GO61MON,TO 1/4°MAX. sro�#ptar Avo 7HWR FRAfdE � ��g SRI& i/4•o MAX, (Y&fH OR t9REl0UT SYEEL) - �. cry R® Bl ° _z 18Y 4700D WMA UCK o, APPROW ODO(DE U�tt Y5 4 Sm SEPARg7E GfOA.NN FOR FF1) METAL DOOR RATOVO AND 0tT7A03 : — 1p o STRUMM I- az --- ---------------- 813 CAL ANCHORS I ELM .. •e• . . . . .. t ; D L DPG �, 1 1 la < . ! I I em PRAidE 171D*l • • • e • • • • PRODUEY nRvl3laFl. ' ,: ....:�•-� • � . ..A EXTERIOR ca%IRlvfapletlhRi9FtoIi01. a p!E Bs92 �9ilANo BEMCCHORSE AL ANP SPACING11oopCi'R@NSt7@�, � n 1 • ••• • ••• .0. 9bia1m1pifxnI Wlth Ilse RIc}jhy ` • • • • •• • • • • • 162812 62812 d�owtng no. • •• • ••• ait•oaai P 97-39 afieSt 6 of 7•; 4.300 U 3.500 ��ai. _ 2.438 O 1.7 0 Gj 978 .829 IYP. 1988 /'/ , .� •�� } 4300 { . 1.222 1.702 Cq4��SS F978 of -I - 2 0 L 1.7np. 80 .6718 Z.d36 .�� 3300 fi Z IPJ 503 FRAME C�tERS 1.935 4 1.700 I Q - . .092 U TYP. 880 .973 .8'178 8 .4 Z� .E_ .278 M3 j5 Qg .483 CCChhh 9983—TB 3.900 .231 70g 3 0 trAs9faEss..71t8 StaORE A .078 Tf]a89.E STRENGTH- 1429 FSI II • Tip. ELOMMON AT BREAK a 288% TEAR SMOOTH-221 PPI SPECIFIC ORK40 a 1.21 - GPI—fig Gt MGA ppaucr_ . 6093—TO SCALE„2;0• •.• • • • • •• - 1187 • •• • • • • ••• • I�o -•a o oes w • • • •• r, ?� I prom Styn i Narlmrlan 0° a26r 1 t9 TYP 71UDtit 7 RENE1 t�A 9988E � .O9d .11. mcitmptyiagwt16tbe�"t'db r �aidt9gta71No; T Q At@ TYRI 912 • ••• •• • • 4ccepta Code 3.000 • • • • 4ceeplavce Nu (j: 331m ••• • • • • • • 8 halloo Orate s• aCuniT4d • • • • •• • • • • • - &mtng no. • •R• ••• • i•• ••• Rtiam o FlaaaaN. 97-38 GPt-3009 STFCI CHMN;REUKRGEASENi 6993—re MAR-, 6 2012 �tTaet 7 of M - — - tl- ��A 4L` y .r a _ C �TUR_AL F Vii. l M , 1 s n u 1umb er 8c Street, z � Citi, State Zip Code M-, I U0 SHOP - DRA W- -,z-IN G S �IlVD� OF DRAWING - •..... :... - SHEET DESCRIPTION .... CAVERP4CE �� 9- _ ..'..• •..' �" �•� V. SD-@.1 C-GENERAL NOTES •••••• _ •, • • . D. 5D-1.0 PLAN EW- 4 r=LE.VATION z.xn. •.•'i hair 1111111111 mill �O�d o �g cn ❑ _O o . z:-;u m o< :p 0 �: GENERAL NOTES 18.EASTERN ENGINEERING GROUP HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND/OR f 1. ALL WORK SHALL CONFORM TO FLORIDA BUILDING CODE 2010. - BUILDING COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA__ BUILDING CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLYTHE 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS ENGINEER ON RECORD OF THE BUILDING OR CERTIFIED PROFESSIONAL ENGINEER SHALL AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE VERIFY THE STRUCTURE FOR SUCH LOADINGS. AC ENGINEER - - -- - --- - -- -- - - - --- LL BE AS DESIGNED Y EASTERN GROUP AS APPROVED 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED B1' OTHERS. IT SHALL BE 19 EARCHITECTI AND/OR OWNERS, O GONF©RM GENERALLY HE ARCHITECTURAL DRAWING 4 XT $ THE CONTRACTOR5 RESPONSIBILITY t0 MEET WITH ALL APPLICABLE UTILITY COMPANIES TO AND SPECIFICATIONS. VERIFY ALL UNDER- GROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. ALL EXCAVATIONS SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT 20. CODE FLORIDA BUILDING CODE, 2010 EDITION LOADS: 2 °, THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. WIND LOAD AS PER ASCE 1-10 WIND VELOCITY: 1"15 mph 4. THIS WORK REQUIRES A BUILDING PERMIT. DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT GAT. II IS OBTAINED. EXPOSURE: C -' KD=0.85 I Y 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT NECESSARY TO COMPLETE ALL WORK SHOWN ON THE DRAWINGS AND SPECIFIED HEREIN. 21.THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. 6.DO NOT SCALE DRAWINGS, DIMENSIONS GOVERN. ENGINEER ON RECORD OF THE BUILDING SHALL VERIFY THE STRUCTURE FOR SUCH LOADINGS. ' ' 1. ENGINEER'S VISITS TO THE SITE, AS PER G.G OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. 22.THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ; . ^ -W ARCHITECTURAL DRAWINGS. „� Z 8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL a BARRICADES, ENCLOSURES, AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO 23.,.ALL .DIMENSIONS:TOM SIT VERIFIED. z PROTECT ADJACENT PROPERTIES. 24. ANCHORING.CEMI=NT WITH A COMPRESSION STRENGTH OF 10,000 PSI AT THE END OF -I S. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OR WORK WITHOUT D-AYS PRIOR NOTIFICATION TO THE OWNER 10.THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION, AND - - FOR THE SEQUENCES AND PROCEDURES TO BE USED. f S-TRUCTURT •••• J • 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ••• •• �' •� ACCURATELY REFLECT PRESENT CONDITIONS. CONTRACTOR SHALL BE RESPONSIBLE FOR 1. 'STRUCTURAL. STEEL HAS°SEEN DESIGNED IN ACCORDANCE WITH THE BUILDING ...... v CODE .AND RISC SPECIFICATIONS NINTH EDITION. •... _ °�z FAMILIARIZING WITH CURRENT SITE CONDITIONS, AND SHALL REPORT ANY DISCREPANCIES •••••• ca z TO THE ENGINEER PRIOR t0 STARTING WORK ' m d 2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED ...... ... -fir.` b OTHERWISE ON THE DRAWINGS: •.'•.' > ) 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE,,JOB-SITE. Q ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES •••••• • OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER TYPE ASTM GRADE FY z � • ALL STANDARD STEEL SHAPES A36 ----- 36 KSI : DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND STRUCTURAL TUBING RECTANGULAR HSS A500 B 46 KSI '..' .. TO E CT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. 3pLtED CONNECTIONS A325-N ------ 13.CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING 3. ALL WELDING SHAT L BE IN-ACCORDANCE WITH LATEST AWS CODE. ALL WELDS CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS t GAR3AGE 1=ROM THE SITE AFTER COMPLETION OF WORD. SHALL USE E10XX ELECTRODES. 4. WELDING SHALL BE TOUCHED UP WITH ZINC BASE RUST INHIBITING PAINTAFTER 14.DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. WELDING HAS TAKEN PLACE. SIA"Movifi $ EASTERN ENGINEERING GROUP WILL NOT BE RESPONSIBLE FOR ERRORS,OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED5, ALL CONNECTIONS TO BE WELDED USE 3/16' MIN. WELD SIZE, TYPICAL U.N.O. 2 Han DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL GOSt. 6. PAINT STEEL HOT GALVANIZED SUR=AGES IN CONTACT WITH CONCRETE WITH 15.p0 NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH ALKALI-RESISTANCE COATINGS, SUCH AS HEAVY-BODIED BITUMINOUS PAINT OR WEATHER-WHITE METHACRYLATE LACQUER STEEL CONNECTION W/ALUMINUM ^ a• SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER SHALL BE PAINED WITH S50-Y-01 FAST DRY ZINC PHOSPHATE. :p c 16.EASTERN ENGINEERING GROUP HAS GENERATED THESE SHOP DRAWINGS BASED ON A -�. STEEL; SYSTEMS USED IN EXTERIOR APPLICATIONS AND/OR EXPOSED TO �=�% m w •� - PROVIDED DESIGN THAT HAS BEEN DEVELOPED B1'-A-LICENSED ARCHITECT ORA ADVERSE CONDITIONS MUST BE PROPERLY AND REGULARY MAINTAINED TO fn��9 O a� COMPETENT LICENSED DESIGN PROFESSIONAL WHO CONFIRMED COMPLIANCE WITH ALL MINIMIZE CORROSION WHICH CAN RESULT IN EVENTUAL STRUCTURAL FAILURE. = 2•'•. 0.•5/2 -/ a APPLICABLE NATIONAL AND FLORIDA BUILDING CODES. /N''••• e 11.ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. 1EEf� ©�%%D-0-1 C9 - - 2ND- - AV o SHO- PDRAWING - 1" "" 5 9845 NF 2nd Avenue co Miami, FL 33138 SHOP SRA WINGS- ------ - 1 oac z moI o PMEX OF DRAWINGS Z mho � SHEET DESCRIPTION SD-0.0 COVERPAGE 4 GRAL NOTES 60-1.0 PLAN VIEW 80-2.0 WINDOW ELEVATION SD-3.0 WINDOW DETAILS 0 SD-3.1 WINDOW DETAILS z tn A. ALUNffNUM • �O o -a D. MISCELLANEOUS NOTES • 1. GOPI GLASS SALES 4 SERVICE SERIES °4500 FLUSH 0 0 ;00* uj cu GLAZED' ALUMINUM STOREFRONT SYSTEM- N.I. •••• > _0 "• " NOA 13-010606 = � I. THESE SHOP DRAWINGS WHEN APPROVED CONSTITUTE YOUR AUTHORIZATION FOR US•"PD••• •••• � FABRICATE MATERIALS WITH SIZES AS SHOWED ON THESE DRAWINGS, WITH THE UNDERS DING N • B. GLASS TYPE THAT DIMENSION TOLERANCES ON THE STRUCTURE AND MASONRY ELEMENTS ARE WIIHIN 144E :00000 •• • TOLERANCES AS PRESCRIBED BY AMERICAN CONCRETE INSTITUTE. ••• •• 3/4' FULLY TEMPERED 2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS At THE JOB SITE. AN"oe DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR /�('� ��((�� REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEE111,11,01 Rid C FASTENERS DURING BIDDING OR BEFORE WORK BEGINS IN ORDER t0 CLARIFY THE REQUIREMENTS AND TO - EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND /OR INSTRUCTIONS. �11� lfj 3. GENERAL CONCRACTOR TO PROVIDE ON EACH FLOOR PROPER CONSTRUCTION GONTRG�°° p 9 �N 1. ALL ASSEMBLY SCREWS, MACHINE BOLTS, NUTS, WASHERS, ETC., WILL o Q�, � � �. BE STAINLESS STEEL. LINES AND BENGH MARK FOR LEVELNESS. ®`��O��s a a HE 4. WINDOW MANUFACTURER SHALL FIELD DIMENSION EACH ROUGH OPENING BEFORE FA40 �� 2. INSTALLATION ANCHORS WILL BE TAPCON 4 SELF-DRILLING SCREWS, -ft • SPECIFIC SIZES TO BE INDICATED ON DRAWINGS. FINISH KWIK-COTE C3 (RUST- RESISTANT COATING). O 3. PLASTIC SHIMS WILL BE NON-COMPRESSIBLE PLASTIC THROUGHOUT �•� Q �v: THE JOB. i •...... �'•• ®® k pAO F •• I14 SD-0.0 i a I �n a � co N KEY PLAN N7.S. go I z z -.... ...- / rn • Ia_ Cc �Q. •••�•• • co N b •••• • 3 N •••• • > •: z • D-2 ...... 04 �zs PARTIAL PLAN VIEWRl SCALE: 3/8'=V-0' %%,,� � d .O •� o -0 :-' ® * am r r Y V A LLJ U �� psi ul w 1081/2 co Flu. c� o X W 515/8 515/8 1 ELEVATION A _ o QT'r= 1 GOBI CLASS SALES 4 5ERVIGE6 CORP. ep-st sn-3J 3J 4500 FLUSH GLAZED ALUMINUM STO 1= ONT S*rSTEM- N.I. (SHUTTERS ARE REaUIRED) NCA NO. 13-010a.06 ... _ .. ... o -a WIND �+ I I pp�� 4.� .�. WIND 1=RESSU E ...:.. • O o m sees • co a sees • W + 3�.—I fi S1= sees.. ... Q Ki soa .. sees.. • N HEAD/SIx LL* SD 3� � i..• •• • • • • CORNERS HEAD/SILL •• • IN all". ,oaecao �6M v m I J. Q�•Q, —o='� O i� 'tttt111111 o�a5 7/2014 SD-2.0 ALUMINUM IBREAIG EXISTING STEEL TUBE METAL (COLOR W TO MATCH FRAME) 4 �� o zolzo Lu z 1/4' MAX. PLASTIC SHIM W IDETAILico SD-3.0 14 SELF DRILLING SCREW ro' FROM CORNERS, (l) AT EACH SIDE OF tQ I MULLIONS AT 4' FROM MULLION CENTER 10 x 1° SMS �N LINE 4 13' MAX. BALANCE ASSEMBLY SCREW (TYP.) d) NEOPRENE GLAZING GASKETo� " z z Y� m � o 1/4° TEMPERED a Z = GLASS G� lu s z w 4 00 FLUSH GLAZED FIXEDWINDOW DETAIL ... � CiRO55 VIEW SCALE= (o " = 1 ' -•fir• I • i !ti 1/4' TEMPERED •••• i > a GLASS • NEOPRENE "'°•' N • GLAZING GASKET • . . a 10 x 1° SMS I 1/4' ULTRACON BY ELCO WITH 1 1/2' MIN. � ASSEMBLY EMBED INTO CONCRETE d 2 1/2' MIN. EDGE Mill, SCREW CTYPJ D ISTANCEO ro' FROM CORNERS, (1) AT ,,8,6 I � g EACH SIDE OF MULLIONS AT 4' FROM ��`' pq p i g MULLION CENTER LINE k 13' MAX. BALANCE �� Q'' tZ LL��1 0:�sE IDETAIL 2 K1 O:i o rOo I � g� SD-3 01/4' MAX. PLASTIC SHIM = °� ` ' � ' v wa v i �1 0 : •v 7 a' � • � v '��/0�� '� /2014 GONC.� •��e oad SD-3.0 C9 /4' ULTRACON 15Y ELCO WITH 1 1/2' MIN. 0 14 SELF DRILLING El"IC ED-II Tta .OAICRF_TE-.-4_2_J/2'_1_IIN --- ___ _ .S�i�EW�lL�L4_'_t�IIN._ EDGE DISTANCES 6 FOM CORNERS EDGE DIST,4NCE 6 _ _. _ _ -- . 4 13' OC. MAX. BALANCE FROM CORNERS 4 13' a O.C. MAX. BALANCE 20 1/4' MAX. ' 1/4 MAX. EXISTING PLASTIC SHIM NEOPRENE NEoPREINE GLAZING GASKET GLAZING GASKET PLASTIC SHIM STEEL TUBE Q ti 0 0: L � a v v i i . v • d ,� z�z � � Z V 2 °°�Q I/4' TEMPERED I/4' TEMPERED a GLASS GLASS � 1/16' THK z ° D.L. 017G. 13141 D.L. O G. 1 3/4' ALUMINUM BREAK a, METAL (COLOR ••• �' FRAME WIDTH TO MATCH FRAMrs) •• • .. . .. . d Q 39 .. m s elle.. A s • co 3 OUCH OPENING N elle • `+j = � • • elle elle • > 't7 < EXTERIOR • • .. .. .. .less elle.. cv . . . • SET,4IL1 SET,4I1� 2 I,) `�,4IL3 elle. �zs I 4F; OO FLUSH GiLAZEID FIXED ,,•%,o.•�s`E �j �� Ig WINDOW IDET,41L 2 0:-j PLAN VIEW SCA, E: & " = 1 ' -0` = • � A o.; ;90 F o 5/23/ 014 SD-3.1 EXISTING Z GONG. COLUMN BEYOND EXISTING NEW 2x2x1/4 STEEL ANGLE W { EXISTING STEEL JOIST WELDED t0 EXISTING N s ROOF 0 4'-0' APP. JOIST AT EACH END �� y� x E NEW 8° CONCRETE MASONRY ELEV +2'-0° W z ¢s UNIT REINFORCED AT EVERY ELEV. +15'-0° Z Q) SECOND COURSE (16° VERT) T.O. Vx V(MIN.) CONC ,' i T.O. ROOF W/ *'4 DRILL 8 EPDXY W/ HILT[ CAP W/2 a5 CONT. (FIELD VERIFIED) 1 HY150- 3 Ya' MIN. EMBED INTO EXISTING CONCRETE SLAB EXISTING CONC. Q SLAB ON GRADE 3/16 2 (TYPJ W (TYP.) 3/16 3/16 2 cf) L l ELEV. +0'-0' � 3/16 T.O. CONC. SLAB ELEV. +13'-0° OL e B.O. JOIST (FIELD VERIFIED) �r WALL �+�� L4x4xl/4 TO 1 MASONRY WALS=ON SPAN FROM JOIST TO (TVP.) z a a S-2 SCALE: 1/2°=1'-0° JOIST 3/16 z W4�0 0 4'x4°xl/4° STEEL Z COLUMN N 4° 4'x5°x Ya' 8° ELEV. +9'-4 1/2° 3/4° 2 1/2° 3/4° STEEL CLIP 1/2° ° 1/2° 8°x5"x T.O. STEEL BEAM STEEL CLIP (FIELD VERIFIED) (TYP.) STEEL CLIP QJ O 3/16 ]MIN O O 3/16 1MIN (TYP,) SEE DETAIL = A/SD-2.0 Ye'TH< STEEL o m PLATES SNUG F FIT INTO cq u- c a c i O O STEEL TUBE O O > Z a°TH< STEEL ¢ .9 co SECTION 1-1 PLATES SNUG z ccn SECTION 2-2 Flt INTO N Ye°THK. STEEL CLIP W/ (4) F.H. A STEEL LUBE KWIK-CONS W/ 1 3/4° EMBED 4'x4'xj^ STEEL CLIP INTO CONCRETE 8 2° MIN STEELTUBE SEE DETAIL EDGE DISTANCE ORY4 SELF o o 5/SD-2.0 ELEV. +9'-4 1/2° � DRILLING SCREWS W/Yz MIN 2 2 T.O. STEEL BEAM �� EDGE DISTANCE TO METAL X Doo E _a j°THK- STEEL CLIP (FIELD VERIFIED) 1,1111a `�rL W/(4) 0 E COUNTERSUNK Zoo KWIK-BOLT (S/S) X4111,86 d � 5° W/ 1 %,EMBED a a e a a b8 4 Y4 MINEDGE SECTION DISTANCESCALE: 1/2°=1'-0° 2°x4°x Ye° D-2 FIELD STEELTUBE 2 l�rL IFY 1/2' J v A LIP DETAIL B LIP DETAII, Al 5-20 1 SCALE: 3'=1'-0° D-20 1 SCALE: 3°=1'-0° eigba �.r.. tS"D-'2Jb EXISTING 4'x4" ALL WOOD STUD " _ ELEMENTS DEPICTED EXISTING 2'x4° IN THIS DETAIL ARE (' WOOD STUD EX15TING t0 REMAIN Z EXIStfNCa PLYWOOD N c E PANEL C7 zj y � m EXISTING NON Z Q STRUCTURAL W 2 MEMBER z Q g CORRUG=ATED o FIBER CEMENT BOARD W ti ° EXISTING 4' WOOD STUD EXISTING 4'x4' I 9`' I WOOD STUD L.._. Lil. '- • 3/ ° z O SCOPE OF WORK z 1 M zm PLAN � T 3 =) 8 PlT.�tl1�1 ffi SD-10 SCALE: 11/2'=1'-0' 1 � N.T.S. 2 p-2.0 4° EXISTING BOTTOM OF WALL t0 1 Ql - EXISTING JOIST aJ c cn REMAIN -- ---- - -- ----n-- ----------- - _ •� o Sp-1.m Uo car, EXISTING GLASS � E M SYSTEMS t0 STEEL CLIP STEEL CLIP ~ °� _. ... _ . - ca cn u- > REMAIN SEE DETAIL SEE DETAIL m ani `o w � •- � A/SD-2.0 A/SD-2.0 Q = = Z M NEW 2'x4°xl/8° 2°x4'xl/8' 4'x4°xl/4' z co a " STEEL TUBE STEEL TUBE STEEL TUBE N OPENING FOR NEW CLASS SYSTEMC14S 9 Z > r- STEEL CLIP I .. .. . SEE DETAI-L,," NEW MASONRY NEW 4'x4'xl/4° UNIT STEEL COLUMN `r ELEVATION STEEL STRUCTURE SCALE: 1/4'=11-01 SCALE: 1/4"=V-0'