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RC-15-15 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores,FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-226001 Permit Number: RC-1-15-15 Scheduled Inspection Date: March 17,2016 Permit Type: Residential Construction Inspectoramael Inspection Type: Final Owner. DIGERONIMO III,ERNEST Work Classification: Addition/Alteration Job Address:66 NW 107 Street Miami Shores,FL 33138- Phone Number (786)200-3494 Parcel Number 1121360070060 Project: <NONE> Contractor: ORONI INC Phone: (305)685-0412 Building Department Comments ADDITION OF SUN ROOM EXTENSION AND KITCHEN Infractio Passed Comments REMODEL. INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction Needed Re-Inspection a Fee No Additional Inspections can be scheduled until re-inspection fee is paid March 16,2016 For Inspections please call: (305)762-4949 Page 2 of 41 Notice of Preventative Treatments for Termites (As required by Florida Building Code(FBC) 104.2.6) ?wfa ;Ve4t eeaOrol. 944. (305)274-5541 Permit# i/a3a sem. agsf 70,am, FSC 33 14,5- Address of Treatment or Lot/Block of Treatment Date Time Applicator ,4 /S 7,TWSP- --m/ Cj Product Used Chemical used(active ingredient) Number of gallons applied D•O�� C7 70 6�9- Percent Concentration Area treated(square feet) Linear feet treated Stage of treatment(Horizontal,Vertical,Adjoining Slab, retreat of disturbed area) Asper 104.2.6-If soil chemical barrier method for termite prevention is used,final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line. Authorized Signatt re License#JB846 0000V t eoN5bt!c ��D Ar• 66 vto /0 7 ICGVYLt j=4"_' nb k wo* `s - DEC DYNATECH ENGINEERING CORP. '%1 W.DYNA=CHENGINEERING.COM Miami,June 18,2015 Mr. Orlando Iglesias ORONI CONSTRUCTION (,� r S en 14040 Northwest 6th Court North Miami,FL 33168 Re: Addition @ 66 NW 1070 Street Miami Shores,FL Dear Mr. Iglesias: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on June 18, 2015 at the above referenced project. DEC was authorized-to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done,prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval: Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re- compacted and re-tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure working with you and look forward to do so in the near future. Sincerely yours �� SIhO "AA -- �Ss l c Wissam 14aamani,P.E. DYNATECH ENGINEERING CORP. Florida Reg.No. 39584 Special Inspector No. 757 ®°°°, PLOO - Certificate of Authorization No.: CA 5491 1 ... �C 750 WEST 84TH STREET,HL4LEAH,FL 33014 PHONE(305)828-7499 PAX(305)8a8-9598 EMAIL•INFOODYNATECHENGINEERING.COM c DN RI R .D WWW.DY .%MCHENGINEERING.COM MOISTURE-DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: June 18, 2015 CLIENT: ORONI CONSTRUCTION PROJECT: Addition(a, ADDRESS: 66 Northwest 107'Street,Miami Shores,FL CONTRACTOR: Oroni Construction MATERIAL DESCRIPTION: White sand SAMPLED BY: JA TESTED BY: JA TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb.Hammer and an 18"drop ASTM D-1557. %MOISTURE DRY DENSITY 4.3 96.3 6.8 99.8 9.7 102.9 105 13.9 101.8 D 15.6 98.5 R 103 Y D 101 E Optimum Moisture 11.1 Percent N 100%Maximum Dry Density 103.6 lbs./cu.ft. 99 S %Passing'/<"Sieve 96.7 Percent I 97 T Y 93 Sampled By:A Tested By:TA Checked By:WN r,o®,i6iilly/�} 6 8 10 12 14 16 °0 0��; Res ectivel�Submi�tt ,PAs a mutual rotection to clients the ublic and ourselves all re rts -btj P P Po eC8 _� are submitted as the confidential property of clients,and authorization ,o c►' C? , '.GJ for use,publication of statements,conclusions or extracts from or regir g moo- Al4o ®; Lu Wissam Naamani,P.E. our reports is reserved pending our written approval. N 0 ,L� �-; DYNATECH ENGINEERING CORP. C.2 .�T Florida Reg.No.39584 Certificate of Authorization No.:CA 5491 PR�FV2 2 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 PAX(305)828-9598 EMAIL•INFOODYNATECHENGINEERING.COM �C DYNATECH ENGINEERING CORP. ^DEC WWW-DYWATECHENGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: June 18,2015 CLIENT: ORONI CONSTRUCTION PROJECT: Addition 2 ADDRESS: 66 Northwest 107'h Street,Miami Shores,FL CONTRACTOR: Oroni Construction Test No. 1 Location: North side of addition underslab Test No. 2 Location: South side of addition underslab Test No. Location: Test No. Location: Test No. Location: Description of Material: White sand TEST NO. 1 2 DEPTH 12" 12" FIELD DENSITY 102.1 102.4 MOISTURE CONTENT% 7.8 8.2 MAX. DENSITY IN THE FIELD % 98.5 98.8 COMPACTION REQUIREMENTS 95% 95% %OF MAXIMUM 100%MAXIMUM DENSITY (LAB) 103.6 103.6 REMARKS: ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS `Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Sampled By:JA Tested By:JA :6AChecked By:WNWissam Naamani,P. . MA , DYNATECH ENGINEERING CORP. ® � •s s -`�,Florida Reg.No.39584 � Certificate of Authorization No.:CA 5491 ob *A density test determines the degree of compaction o �bdsted�yer&9�tenao f' no way shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client,prior t t,�s on to vfy sail ditions. As a mutual protection to the clients,the public and ourselves,all reports are submitted as the confidential property of c and authcR¢atio> gR lication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. P R 3 750 WEST 84Th STREET.HIALEAH,FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL•INFOODYNATECHENGINEERING.COM PM MUEngineers,Inc. 3440 NE 12th Avenue Oakland Park,FL 33334 M=ngineers, 'nC, Phone: (954)324-4730 CA#:29348 www.muenaineers.com March 11,2015 /S' Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores,FL 33138 Reference Project Name: DiGeronimo Residence—Addition Project Address: 66 NW 107th Street,Miami Shores,FL 33150 MUE Project#: MUE14061101 Permit Number: RC15-15 To Whom It May Concern, Subject:Foundation system The foundation system used to support the structure of the building addition is identical to the existing foundation system.The loads on the foundations and utilized soil bearing pressures are similar in magnitude to the ones of the existing building foundations.Therefore it is our professional opinion that a soils report is not required.The notes requesting the soils report has been removed from plans. t%J1II11111% ♦ Sincerely. �� V.��ENsFR�F �� Digitally signed by Marcus t N 63860 Marcus U cus Unterwttgin10m In ou=FL P.E#:63l 0.tom, 5 Date:2015.03.11 19:46:27-04 TE OF Marcus Unterweger,P.E.,S.I.,LEED AP ''O.4` � '• �P ♦'♦i S 0 N A L��;.�,. President Marcus Unterweger Florida P.E.#:063860 3/11/2015 19:45 Page I of I \\mue-fti-serverlprojects\active\mue14061101-sb-gerontmoresidencelcorresp\m ue14061101-let terhead-buildingdepart mentletter.docx tl Miami shoresVilla maws Building Department voila naval" '10050 N.E.2nd Avenue Miami Shores,Florida 33138 a+e°�e Tel: (305)795.2204 II'�OR1- Fax: (305)756.8972 COP7 1- 9 - 15 Page 1 of 1 Permit No: Structural Critique Sheet is C- =PYA,,. �- G af¢V- 4"Lj q .�,,..� C-I 4'n-:t Ice v,.OL4 6-vt -a-,,.. dory STOPPED REVIEW I C � L2 ea J Uri., Plan review is not complete,when all Items above are corrected,we will do a complete plan review. t� J 1 L44 N any sheets are voided,remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the re-submittal drawings. Mehdi Asraf E I 4 Miami Shores Village 10050 N.E.2nd Avenue NWS Miami Shores,FL 33138-0000 Phone: (305)795-2204 •„ .. . p. aq� . ✓ ° Expiration:11/2512016 Project Address Parcel Number Applicant 66 NW 107 Street 1121360070060 ERNEST DIGERONIMO III Miami Shores, FL 33138- Block: Lot: Owner information Address Phone Cell ERNEST DIGERONIMO III 66 NW 107 Street (786)200-3494 MIAMI SHORES FL 33168- 66 NW 107 Street MIAMI SHORES FL 33168- Contractor(s) Phone Cell Phone $ 52,600.00 Valuation: ORONI INC (305)685-0412 Total Sq Feet: 180 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Final PE Certification Date Denied: Drywall Type of Construction:ADDITION OF SUN ROOM EXTENS Occupancy: Miscellaneous Stories: Exterior: Window Door Attachment Front Setback: Rear Setback: Tie Beam Left Setback: Right Setback: Final Bedrooms: Bathrooms: Framing Plans Submitted: Certificate Status: Insulation Certificate Date: Additional Info: Truss Insp Columns Bond Retum: Classification:Residential Foundation Fees Due Amount Pay Date Pay Type Amt Paid Amt Due Window and Door Buck Bond Type-Contractors Bond $500.00 Fill Cells Columns CCF $31.80 Invoice# RC-1-15-54068 Wire Lathe CO/CC Fee $50.00 05/29/2015 Credit Card $2,862.14 $50.00 Review Electrical DBPR Fee $23,67 01/06/2015 Credit Card $50.00 $0.00 Review Electrical DCA Fee $23.67 Bond#:2731 Review Planning Education Surcharge $10.60 Review Mechanical Permit Fee $1,578.00 Review Mechanical Plan Review Fee(Engineer) $120.00 F.Termite Letter Pian Review Fee(Engineer) $160.00 F.Elevation Certificate Plan Review Fee(Engineer) $160.00 Review Building Plan Review Fee(Engineer) $40.00 Review Building Pian Review Fee(Engineer) $160.00 Review Building Scanning Fee $12.00 Review Building Technology Fee $42.40 Review Plumbing Total: $2,912.14 Review Plumbing Review Structural Review Structural Review Structural Review Structural Declaration of Use Bui ding Department Copy May 29,2015 3 � R Miami Shores Village Building Department JUL 22 2015 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 -- INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 I® "Idul DING Master Permit No�?'GIS — Is PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION RENEWAL F-1PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS F] CHANGE OF ❑CANCELLATION SHOP - c l CONTRACTOR DRAWINGS JOB ADDRESS: FV EA.) City Miami Shores County: Miami Dade Zip: J t� Folio/Parcel#: li``��D - 0060 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: -k) BFE: FFE: OWNER:Name(Fee Simple Titleholder): Phone#: 66-70io Address: N f''; City: tA ftaAl L4'3c1�E'S State: - Zip: Tenant/Lessee Name: Or— Phone#: Email: CONTRACTOR:Company Name: QV e6 k kms-• Phone#:� 001 ' d'- Address: t*� ��,, d �� C City: 4--k 44,--k k State: zip: ' Qualifier Name: ®Cuda— �Ts Phone#: State Certification or Registration M CO&C-l 2.'c 1 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: "" �,,� City: State: Zips:( Value of Work for this Permit:$C ary• 1�,5 1� 1[� Square/Linear Footage of Work: '306 !�l Type of Work: IF Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: C k 6 YbK-- 1 A16--C Specify color of color thru tile: Submittal Fee$56 Rp Permit Fee$ 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 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 =— OWNER or AGENT CONTRACTOR The foregoing instru ent was acknowledged before me this The foregoing instrument was acknowledged before me this day of 201�,by 21 day of 20�,�,by N i who is personally known to who is sonally kno to s me or who has produced� �' ��- 1"RSC as me or who has produced as identify and who did take an oath. identification and who did take a N ARY PUBLIC: ) � N�� Sign: a. Sign. Print: Print: ► `�"�-- Seal: rF' Seal: REBECA M.PASTRANA ' i�EBECA M.PASTRANA My COMMISSION 0 EE87M MY COMMISSION 0 E UM24 ° � Ne EXPIRES:Fly 07,2017 OP EXPIRES:Fly 07,2017 APPROVED BY Plans Examiner Zoning ? Structural Review Clerk (Revised02/24/2014) "AA -Alt)i I-.; t,'R, 0t ss 1, 01 4,lkifll WON ZIA Willitlel, � NO 1. 4 3. 4:0 .......... E!"-'K V�ll vAJ t-W "M•N 'A", N, . .... ........ ..... :tp. VY iT, 5 NI �v Mt94. Pur &4W, %x. (305) 274-5541 Certificate of Compliance for Termite Protection (as required by Florida Building Code (FBC) 1816.1.7) Permit #: 2c-- s- ►s- 6 Address of Treatment or Lot/Block of Treatment 6;6 /14cel. /O 7 S/ 'W ' u " /'>' s C-/, . Method of Termite Prevention Treatment -soil barier, wood treatmept, bait system, other(describe) ��O / 41 -/-"C.-/M ,a 'OV �-- The building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. Authorized Signature License #JB846 pam� 1355 N.W.97th AVE SUITE 200 MIAMI,FLORIDA 33172 SURVEY No..2-0011270-4 TELEPHONE:1305)2"2660 1".-(305)16402;i9 DRAWN BY:-AL(LG. ) LAND SURVEYORS SHEET No. 2 OF 2 BOUNDARY SURVEY SCALE a 1"=20' DA 711� '-A 'R p ........... fit! J 25!PWY 10.38 10.46 10.51 RIP 3/4' RIP NOCAI,.,. & IC 75.00, ' CONC ...S K*** B.C. 10.47 RIP 3/4* 10.54 10.60 NO CAP CID C- 10.66 0 ui z10.78 0 10.95 10.51 4�05 .,, 10.76 10.90 ac 10.80 7 * / 9.95' v ILEIL - 14.10' 25.66N 10. Ci 25.30' 10.60 0.40'CL x 10.62 ONE STORY + RES. #66 F.F.E.=12.41' 10.96 0.30'CL 04 LOT-6 X/_ 10.76 / BLOCK-206 9. 11.20' 12.90' 0-60-CL .:..., LOT-7 :. BLOCK-206 10.6 Q 11.10, co b Ui Go LOT-5 C14 Ui 13.70' 14.26' BLOCK-206 LL: 04 10.29 1 13,40' 10.45 x 10.46 10.22 x 10.56 4d 10.28 10.51 x 10.17 go 10.47 1 10.38 + 1.50-CL X/ 10.49 4 4'C.L.F. V. x co F.1.P 3/4" 75-00' 3.5'PWY TRIP 3/4' LIMIT OF PLAT (N.A.P.) SURVEYOR'S NOTE: -There may he Easements recorded in the public Records not shown on this Survey. UW NW 97TH AVE SUITE 200 �1 fO'V a Surveyors, Inc. 2-0011270-4 TELEPHONE.HO 3305)U4-UW 33112 ( SURVEY NO FAX:(306)2844229 DRAWN BY. LAND SURVEYORS SHEET NO 1 of—� SURVEY OF LOT 6,BLOCK 206,OF DUNNING'S MIAMI SHOR8S EXTEiJSION NOA ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 42,PAGE 33,OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY,FLORIDA. PROPERTY ADDRESS: 66 NW 107 ST,MIAMI SHORES,FL 33168 FOR: CHRISTINA MARTINEZ LOCATION SKETCH Scale 1"=NT.S. (a A I-q AS a .0' - 7S SUBJECT .`• PROPERTY 669.9 _ 70 f5 a b6 7 6 f5 4f 3 2 , R 41 4d Ir6r is �..•�i. '! //iiii'%I(.:7:...� , I / ABBREVIATION AND MEANING LEGEND TYPICAL A=ARC FNIP.=FEDERAL NATIONAL INSURANCE RAD.-RADIUS OF RADIAL —OH—OVERHEAD UTILITY LINES AJC=AIR CONDITIONER PAD PROGRAM RGE.=RANGE AE.=ANCHOR EASEMENT IN.&EG.=INGRESS AND EGRESS R.P.=RADIUS POINT 7=2 C.B.S.-WALL(CBW) AIR=ALUMINIUM ROOF EASEMENT R.O.E.=ROOF OVERHANG -tt C.L.F.=CHAIN LINK FENCE AIS-ALUMINIUM SHED LF.E.=LOWEST FLOOR ELEVATION EASEMENT ASPH.=ASPHALT L.M.E.=LAKE MAINTENANCE EASEMENT RMI=RIGHT-OF-WAY -O—p- LF.=IRON FENCE B.C.=BLOCK CORNER LP.=LIGHT POLE SEC.=SECTION B.C.R.-BROWARD COUNTY RECORDS M.=MEASURED DISTANCE S.I.P.=SET IRON PIPE L.B.#6044 -,,-+e/. W.F.=WOOD FEN^_E B.M.=BENCH MARK M(H=MANHOLE SWK.=SIDEWALK B.O.B.=BASIS OF BEARINGS N.A.P.=NOT A PART OF T=TANGENT •am -EXISTING ELEVATIONS C:CALCULATED NGVD=NATIONAL GEODETIC VERTICAL TWP=TOWNSHIP C.B.=CATCH BASIN DATUM U.E.=UTILITY EASEMENT C.B.W.=CONCRETE BLOCK WALL N.T.S.=NOT TO SCALE U.P.=UTILITY POLE SURVEYOR'S NOTE$ ASSUMED CH=CHORD O.H.L.=OVERHEAD UTILITY LINES W.M.-WATER METER 1j IF SHOWN,BEARINGS ARE REFERRED TO AN CH.B.=CHORD BEARING O.R.B.=OFFICIAL RECORD BOOK W.R.=WOOD ROOF MERIDIAN,BY SAID PLAT IN THE DESCRIPTION A THE C.L.F. CHAIN LINK FENCE DVH.=PLAT BOOK CL=CLEAR VH =OFFSET W.S.=WOOD SHED PROPERTY.IF NOT,THEN BEARINGS ARE REFERRED TO C.M.E.=CANAL MAINTENANCE P.B.=OVERHANG ex=ANGLE COUNTY,TOWNSHIP MAPS.EASEMENTS P.C.=POINT OF CURVE 2)THIS IS A SPECIFIC PURPOSE SURVEY.=CENTRAL ANGLE 3)THE CLOSURE IN THE BOUNDARY SURVEY IS ABOVE CONC.=CONCRETE P.C.C.=POINT OF COMPOUND CURVE C.P.=CONCRETE PORCH PL.=PLANTER =CENTER LINE 1:75M FT. C.S.=CONCRETE SLAB P.LS.=PROFESSIONAL LAND 1J] =MONUMENT LINE 4)IF SHOWN,ELEVATIONS ARE REFERRED TO D.E.=DRAINAGE EASEMENT SURVEYOR MUIMI-DARE COUNTY. D.M.E.=DRAINAGE MAINTENANCE P.O.B..=POINT OF BEGINNING ALL ELEVATIONS SHOWN ARE REFERRED TO EASEMENTS P.O.C..=POINT OF COMMENCEMENT NATIONAL GEODETIC VERTICAL DATUM OF 1929 DRIVE=DRIVEWAY P.P.-POWER POLE CITYOF MIAMI BEACH BENCH MARK#L-16 ENCR.=ENCROACHMENT P.P.S..=POOL PUMP SLAB 3110; E.T.P.=ELECTRIC TRANSFORMER PAD P.R.C.-POINT OF REVERSE CURVE ELEVATION 9.96 FEET OF N.G.V.D.OF 1929 F.F.E.=FINISHED FLOOR ELEVATION PRM=PERMANENT REFERENCE F.H.=FIRE HYDRANT MONUMENT F.I.P.=FOUND IRON PIPE PT.=POINT OF TANGENCY SURVEYOR'S CERTIFICATION F.I.R.=FOUND IRON ROD PVMT.=PAVEMENT F.N.=FOUND NAIL PWY=PARKWAY I HEREBY CERTIFY:THAT THIS"BOUNDARY SURVEY"OF F.N.D.=FOUND NAIL&DISK R.=RECORD DISTANCE THE PROPERTY DESCRIBED HEREON,AS RECENTLY SURVEYED AND DRAWN UNDER MY SUPERVISION, LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY("SURVEY"): COMPLIES WITH THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. PROFESSIONAL LAND SURVEYORS IN CHAPTER61G17-6, THE PURPOSE OF THIS SURVEY IS FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING,AND SHOULD NOT BE FLORIDA ADMINISTRATIVE CODE PURSUANT TO 472.027, USED FOR CONSTRUCTION PURPOSES. FLORIDA STATUTES. - EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS,IF ANY, AFFECTING THE PROPERTY.THIS SURVEY IS SUBJECT TO DEDICATIONS,LIMITATIONS,RESTRICTIONS,RESERVATIONS OR EASEMENTS OF RECORD,AND LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BOUNDARY SURVEY MEANS A DRAWING AND I OR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN - THE FIELD,COULD BE DRAWN AT A SHOWN SCALE AND I OR NOT TO SCALE. Sr EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS OTHERWISE SHOWN. - THE TERM"ENCROACHMENT"MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. ARCHITECTS SHALL VERIFY ZONING REGULATIONS,RESTRICTIONS AND SETBACKS,AND THEY WILL BE RESPONSIBLE - FOR SUBMITTING PLOT PLANS WITH THE CORRECT INFORMATION FOR THEIR APPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW CONSTRUCTIONS,UNLESS OTHERWISE NOTED.THIS FIRM HAS NOT ATTEMPTED TO LOCATE PROFESSIONAL LAND SURVEYOR NO. 2534 FOOTING AND/OR FOUNDATIONS. STATE OF FLORIDA(VALID COPIES OF THIS SURVEY WILL FENCE OWNERSHIP NOT DETERMINED. BEAR THE EMBOSSED SEAL OF THE ATTESTING LAND THIS PLAN OF SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED. SURVEYOR). HEREON,THE CERTIFICATE DOES NOT EXTEND TO ANY UNNAMED PARTY. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ACCURACY OF THE INFORMATION BELOW.THE LOCAL F.E.M.A AGENT SHOULD BE CONTACTED FOR VERIFICATION.THE FNIP FLOOD MAPS HAVE DESIGNATED THE HEREIN DESCRIBED REVISED ON: LAND TO BE SITUATED IN ZONE:X COMMUNITYIPANEUSUFFIX:12dl52•b302 L DATE OF FIRM:09/11/2009 BASE FLOOD ELEVATION:WA REVISED ON: CERTIFIED TO:CHRISTINA MARTINEZ N 6 .. E....eq 4 bd�' µ11FtC,�r 9* A: NO. °• N0.2634 ': Yy00,0p E * y 'o :s STATE OF _ _ ��'•°LOR)Op.C� �Jf " 1 �'�ND SUa•�� SURVEYORS SEAL 3 t U.S.DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No.1660-0008 National Flood Insurance Program imlortant• Read the instructions on pages 1-9. Expiration Date:JL4y 31,2015 SECTION A-PROPERTY INFORMATION Al. Building Owner's Name CHRISTINA MARTINEZ t , A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. 4 66 NW 107 ST City MAIMI SHORES State FL ZIP Code 33168 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT6,BLK206,DUNNING'S MIAMI SHORES EXTENSION NO.3,PB42,PG33,MIAMI-DADE COUNTY,FL A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RESIDENTIAL A5. Latitude/Longitude:Lat.25'52'22.58"N Long.80'l 1'57.45"W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building If the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawispace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) 1348 sq ft a) Square footage of attached garage WA sq ft b) Number of permanent flood openings in the crawispace b) Number of permanent flood openings in the attached garage At enclosure(s)within 1.0 foot above adjacent grade 13 within 1.0 foot above adjacent grade WA c) Total net area of flood openings in A8.b 1348 sq in c) Total net area of flood openings in A9.b N/A sq In d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes 19 No SECTION B-FLOOD INSURANCE RATE MAP(FIRM)INFORMATION B1.NFIP Community Name&Community Number B2.County Name B3.State MIAMI DADE 120652 MIAMI-DADE FL B4.Map/Panel Number B5.Suffix B6.FIRM Index Date B7.FIRM Panel B8.Flood B9.Base Flood Elevations)(Zone 12086C0302L L 09/11/2009 Effective/Revised Date Zone(s) AO,use base flood depth) 09/11/2009 X WA B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 69: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located Ina Coastal Barrier Resources SystemCBRS)area or Otherwise Protected Area(OPA)? [I Yes ® No Designation Date:N/A E] CBRS ❑ OPA SECTION C-BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations-Zones At-A30,AE,AH,A(with BFE),VE,V1 V30,V(with BFE),AR,AR/A,ARAE,AR/Al-A30,AR/AH,AR/AO.4�nplete Items C2.a-h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized:L-1 6 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. ®NGVD 1929 0 NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a)Top of bottom floor(including basement,crawispace,or enclosure floor) 1Q.¢8 ®feet ❑meters b)Top of the next higher floor 12.41 ®feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) WA. ®feet ❑meters d)Attached garage(top of slab) NIA. ®feet ❑meters e)Lowest elevation of machinery or equipment servicing the building 10.75 ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) LQ.¢? ®feet ❑meters } g)Highest adjacent(finished)grade next to building(HAG) 1 .75 ®feet ❑meters h)Lowest adjacent grade at lowest elevation of deck or stairs,including structural support 10.62 ®feet ❑meters SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION This certification Is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation Information.I certify that the Itrfommtion on this Certificate represents my best efforts to Interpret the data available. I understand that any false statement may be punishable by fine or Imprisonment under 18 U.S Code,Section 100 f. ® Check here If comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here If attachments. licensed land surveyor? ® Yes ❑ No Certifler's Name GEORGE IBARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 1355 NW 97 AVE City MIAMI State FL ZIP Code 33172 Signature I Date 02/23/2016 Telephone (305)264-2660 FEMA Form 086-0-33(7/12) See reverse side for continuation. Replaces all previous editions. 4 1 4 1 ELEVATION CERTIFICATE,page 2 IMPORTANT:In these spaces,copy the corresponding Information from Section A. Qf� lC;.•" I�A1t LfSE Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. 66 NW 107 ST City MIAMI SHORES State FL ZIP Code 33168 ,, a �IZ ,9, a SECTION D-SURVEYOR,ENGINEER,OR ARCHITECT CERTIFICATION(CONTINUED) Copy both sides of this Elevation Certificate for(1)community official,(2)Insurance agent/company,and(3)building owner. Comments SECTION C 2(E)LOWEST ELEV MACHINERY IS A/C PAD.LATITUDE AND LONGITUDE IS PROVIDED BY GOOGLE EARTH. CROWN OF ROAD ELEVATION=10.58 FT Signature / * . Date 02/23/2016 SECTION E-BUILDING ELEVATION INFORMATION(SURVEY NOT REQUIRED)FOR ZONE AO AND ZONE A(WITHOUT BFE) For Zones AO and A(without BFE),complete Items E1-E5.If the Certificate is intended to support a LOMA or LOMR-F request,complete Sections A,B, and C.For Items E1-E4,use natural grade,if available.Check the measurement used.In Puerto Rico only,enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade(HAG)and the lowest adjacent grade(LAG). a)Top of bottom floor(including basement,crawlspace,or enclosure)is ❑feet ❑meters ❑above or❑below the HAG. b)Top of bottom floor(including basement,crawlspace,or enclosure)Is ❑feet ❑meters ❑above or❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9(see pages 8-9 of Instructions),the next higher floor (elevation C2.b in the diagrams)of the building is ❑feet ❑meters ❑above or below the HAG. E3. Attached garage(top of slab)is ❑feet ❑meters ❑above or ❑below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑feet ❑meters ❑above or❑below the HAG. E5. Zone AO only: If no flood depth number is available,Is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑Yes ❑ No ❑ Unknown.The local official must certify this information in Section G. SECTION F-PROPERTY OWNER(OR OWNER'S REPRESENTATIVE)CERTIFICATION The property owner or owner's authorized representative who completes Sections A,B,and E for Zone A(without a FEMA-issued or community-Issued BFE) or Zone AO must sign here.The statements in Sections A,B,and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name CHRISTINA MARTINEZ Address 66 NW 107 ST City MIAMI SHORES State FL ZIP Code 33168 Signature Date Telephone Comments ❑Check here 9 attachments.. SECTION G-COMMUNITY INFORMATION(OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A,B,C(or E),and G of this Elevation Certificate.Complete the applicable ftem(s)and sign below.Check the measurement used In Items G8-G10.In Puerto Rico only,enter meters. G1.❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor,engineer,or architect who Is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2.❑ A community official completed Section E for a building located in Zone A(without a FEMA-issued or community-issued BFE)or Zone AO. G3.❑ The following information(Items G4-G10)is provided for community floodplain management purposes. G4.Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has bean issued for: ❑New Construction ❑Substantial Improvement • G8. Elevation of as-built lowest floor(including basement)of the building: ❑feet ❑meters Datum G9. BFE or(in Zone AO)depth of flooding at the building site: ❑feet ❑meters Datum G10.Community's design flood elevation: ❑feet ❑meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments ❑Check here N attachments. i FE"Form 086-0-33(7/12) Replaces all previous editions. Building Photographs , l 2-0011270-4 See,Instructions for Item A6. For Insurance Co parry Use: Building Street Address(including Apt., Unit,Suite and/or Bldg. No.)or P.O. Route and Box No. Policy Number 66 NW 107 ST City State ZIP Code Company NAIC Number MIAMI SHORES FL 33168 f 1� a r w I m• Front View Date of Photograph:02/23/2016 N °rl t yr Rear View Date of Photograph: 02/23/2016 Building Photographs 2-0011270-4 • Continuation Page For Insurance Company Use: Building Street Address(including Apt., Unit,Suite and/or Bldg. No.)or P.O. Route and Box No. Policy Number 66 NW 107 ST City State ZIP Code Company NAIC Number MIAMI SHORES FL 33168 • x w } 47 Left Side View Date of Photograph:02/23/2016 .r f ✓�J I Right Side View Date of Photograph: 02/23/2016 MIAMI-DADE M[i.am.i-Dade County Building Department 118135 S.W.26 Street,Katmi,FL 33175 27474 wwwmiamidade. o�v(buiIdxig E1`&R Y,SOI IMPACT CERTI ICATE. Building Permit Not, RC-- ►• 15- 1 Project Naine: Jab Address: } ` &' ATEIfEIYT 4F C�3PLIANC E Wr,the undersigned,hereby ceMfY that the F UgffMM AM 50 LQ W3- &[QN--has been installed in the above referenced project,in compliance with the latest edition ofthe aD _RZWO t oAE,tp,e p sPROycD'EN RGv r n An=And Pians&fzd in accordance with good construction practice,The insulation-furnished and installed has the characteristics shown below,(check only applicable boxes). i ExtedorCBS alislrnulati(a.,R,I� , (Afro.):Material: Thickness: inch(es):Density: a+ !blit Mfgs ,— 3.eg- tom' Exterior Frame/Metal Stud Walls:R (Min.):material: Thickness: inch(as).Density: lbl� Exterior solid concrete walls:R- (Min.):Material: _. Thickttessc ___-_,inch(es);Density: ilif8 Mfgr: IOWot.waUe separating AICfrom non A/C spaces insulation:R- (Min.) ____ _ tirs&rtesa`• ioeb.(es),Density lb/ft } t rtr TI FA@ Y 2 tTTT ,r i)1STRLTGTI }1' Y The COMMON!party)palls to two separate conditioned tenancies shall be insulated'to a:minimum ofR 11 for frame walls,and to R•3 on both sides.ofcommon masonry walls See t�'Y CODE,2007,paragraph 13-602.ABC 1.1 on paga.1174,latestadition.These"minimum levels of dation! ace not included in the Energy Calculations,but shall be installed in the fiche ting insulation (Min.):Material: Thickness:' (es} Density: '* °" 1 M£gt: --" JW'tt As,partitions arAfloodeelliAg assemblies between dcveltiag units or between dwelluig units end adiAceut public or service areas such as @till's;aarridors,stairs,etc,muit:have a sound"asmission class(STQ of not less than 50(penetrations must maintain the required rating). AW Floorke ing asseatblies between dwelling units or between dwel$itig,units and public or service areas such as halls,corridors, stairs,etc.must have au impact iusulation class(11C)rating of rooms tlen'St3, Make photocopies of this sheet in your office,as required for future jobs. s Installed by: � hodatnon Collip - ..o •�'� PAY rrre tnsulatian r store „ s Tsistdation contractor CC# Anew AM f .40 Deta:Certified: ' " `. � Company Name C.0 6lluildvr.s Signature ... Building Contractor CC* Date Certified: Motet For lightweight rnsulating concrete,use appropriate forms,separate£ram this one. ltewised 02-26-2U09 • i DYNATECH ENGINEERING DEC CORP. W W W.DYNATECHENGINEERING.COM Miami,June 18, 2015 Mr. Orlando Iglesias ORONI CONSTRUCTION 14040 Northwest 6'Court North Miami,FL 33168 Re: Addition @ 66 NW 107 ' Street Miami Shores,FL Dear Mr. Iglesias: Pursuant to your request, Dynatech Engineering Corp. (DEC) performed a Compaction Test on June 18, 2015 at the above referenced project. DEC was authorized to perform a compaction test only. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a demucking inspection, soil bearing capacity determination, or a pad certification. A soil boring test must be performed by client if not yet done, prior to construction to verify subsoil conditions. Underlying soils below test levels must be verified to prevent future settlements. (DEC) was not authorized to perform supervision and certification of the building pad preparation. This is not a pad certification. Our reports must be provided to all involved parties for their approval: Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain, storm gutters discharging at footings, construction activities, excavations, overgrown, vegetation, traffic and other disturbances will void this test and the site must be re- compacted and re-tested prior to construction. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. No other analysis is implied or warranted. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Enclosed find copies of the compaction test results. It has been a pleasure,AgTWRV#nth you and look forward to do so in the near future. Sincerely yours, .°�� e ° !SS43U� �o� �� a� Wlssam aamam, P.E. V Aq' ®; LU DYNATECH ENGINEERING CORP. =®� ,�oe 09 0" Florida Reg.No. 39584 ® ' Special Inspector No. 757 ®®®�® P�®F��S Certificate of Authorization No.: CA 5491 1 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)828-9598 EMAIL:INFOODYNATECHENGINEERING.COM riEqC r ^DECYN TE ENGINEERINGCORP.RP WWW.DYNATECHENGINEERING.COM MOISTURE-DENSITY RELATIONS OF SOILS PROCTOR COMPACTION TEST DATE: June 18,2015 CLIENT: ORONI CONSTRUCTION PROJECT: Addition n, ADDRESS: 66 Northwest 107`h Street,Miami Shores,FL CONTRACTOR: Oroni Construction MATERIAL DESCRIPTION: White sand SAMPLED BY: JA TESTED BY: JA TEST RESULTS Sample Number 1 The following compaction test was conducted in accordance with the Standard Methods for Moisture Density Relations of soil using a 10 lb.Hammer and an 18"drop ASTM D-1557. % MOISTURE DRY DENSITY 4.3 96.3 6.8 99.8 9.7 102.9 105 13.9 101.8 D 15.6 98.5 R 103 Y D 101 E Optimum Moisture 11.1 Percent �P N 100%Maximum D Densi 10 .6 lbs./cu.ft. 99 S 1'Y Density—� %Passing 3/4"Sieve 96.7 Percent I 97 T Y Sampled y 1 B : 93 ►,� Tested By:A ,✓ . Checked By:WN �®® 1q — � 4 X01`. ._ � ,•'�oa®�� .e�® ,� 6 8 10 12 14 16 0 0 9 e Respectivelysubmitt r ® ®.3 e As a mutual protection to clients,the public and ourselves,all rips; e M^, of, are submitted as the confidential property of clients,and authortzatiotj Uj , for use,publication of statements,conclusions or extracts from 6r r.g ding �INO 0 Wissam Naamani,P.E. our reports is reserved pending our written approval. °• DYNATECH ENGINEERING CORP. Florida Reg.No.39584 Certificate of Authorization No.:CA 5491 2 750 WEST 84TH STREET,HIALEAH.FL 33014 PHONE(305)828-7499 FAX(305)S28-9598 EMAIL•INFOODYNATECHENGINEMUNG.COM + EC DECCORP. WWW DYWATECHP.NGINEERING.COM FIELD DENSITY TEST OF COMPACTED SOILS DATE: June 18,2015 CLIENT: ORONI CONSTRUCTION PROJECT: Addition(a, ADDRESS: 66 Northwest 107th Street,Miami Shores,FL CONTRACTOR: Oroni Construction Test No. 1 Location: North side of addition underslab Test No. 2 Location: South side of addition underslab Test No. Location: Test No. Location: Test No. Location: Description of Material: White sand TEST NO. 1 2 DEPTH 12" 12" FIELD DENSITY 102.1 102.4 MOISTURE CONTENT% 7.8 8.2 MAX. DENSITY IN THE FIELD% 98.5 98.8 COMPACTION REQUIREMENTS 95% 95% %OF MAXIMUM 100%MAXIMUM DENSITY (LAB) 103.6 103.6 REMARKS:ALL ABOVE TEST RESULTS COMPLY WITH COMPACTION REQUIREMENTS `Please note this is not a pad certification.A soil boring must be performed to determine subsoil conditions below the tested compaction layer prior to construction. Respectfully submitted, Sampled By:JA Tested By:JA Checked By:WN ® Wissam Naamani,P.E. ®� ®�� •;��® ° DYNATECH ENGINEERING CORP. ed Florida Reg.No.39584 � ° �D '595 Certificate of Authorization No.:CA 5491 o , o Y 6t.s . "A density test determines the degree of compaction of ting tested lay_ i erial 91* In no way shall a density test replace a soil bearing capacity determination. A soil boring test must be provided by client,prior,tdkbPstruc verify ub'd1l conditions. As a mutual protection to the clients,the public and ourselves,all reports are submitted as the confidential property of �s�% author ft..'publication of statement conclusions or extracts from or regarding our reports is reserved pending on our written approval. °•• FLO ° �` ®�� SI(�RO01 3 750 WEST 84TH STREET.HIALEAH,FL 33014 PHONE(305)828-7499 PAX(305)828-9598 EbW-rNFO0DYNATECHENGINEERING.COM �C TDO Consulting LLC 3484 Belmont Terrace Davie, Florida 33328 (954) 881-3457 April 28, 2016 Hand Delivered Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 Re: 66 NW 107fh Street Miami Shores Improvement - Permit# RC15-15 / Folio#30-4935-011-1240 I, Todd Osborn, have performed a recent site inspection for the renovation work at the address listed above and to the best of my knowledge, belief and professional judgement, the work completed follows the permit drawings and meets the intent of the associated applicable Florida Building Codes. Warmest personal regards, Todd Osborn, RA, LEED AP Architect of Record, FL Reg. No. AR 92877 Miami Shores Village 0 - Building Department .IAP 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 _- Tel:(305)795-2204 Fax:(305)756-8972 BY: INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20U� BUILDING Master Permit Nos- C='- 1 PERMIT APPLICATION Sub Permit No. ;A BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL F-1 PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP 2 CONTRACTOR DRAWINGS JOB ADDRESS: (0`r o N I CO- City: `l- )) City: Miami Shores r� County: Miami Dade Zip: �� 'by Folio/Parcel#:�i'` 7,13;(-, �T- - 0060 Is the Building Historically Designated:Yes NO _ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): dj2*A�,5'r, t>)LT 'Wjl d"�D 1 l` Phone#:-7 0 -000 . 3qc q Address: � "uN Ln-<q— City: � �j City: ��- State: Zip: 73 11.19- Tenant/Lessee Name: _ Phone#: Email: q CONTRACTOR:'Company Name: Cain�l 'x_ Phone#: ' Address: City: State: Zip: Qualifier Name: ,�-�l Phone#: State Certification or Registration#:f g C- tru t 3 T Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ • Square/Linear Footage of Work: pjo Type of Work: IP Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work:_�Mjm om f� Sett aooAi�,_ (agT 7po Vj mbh97-,f goal Specify color of color thru tile: Submittal Fee$ Permit Fee$ � `�"' CCF$ CO/CC$ Em Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ (' c'f3 TOTAL FEE NOW DUE$ 21 3 G2_ (Revised02/24/2014) 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature ,ens�d!f Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this G day of �(k�-+V A$ ,20 1 ,by b day of ,20 If by ST DI r�&.v- ,who is personally known to m ,who isonally known o 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. ARY PUBLIC.. /' NOTARY PUBLIC: I Sign: G Sig.• c Print• Print -kot Seal. °`"' REBECA M PASTRANA Seal: My COMMISSION#EE872624 REBECA M.PASTRMA a EXPIRES:Fdx my07 4017 i MY COMMISSION#EN7204 ap EXPIRES:Feixoety 07,2017 ################################################################ ################# �V / r' APPROVED BY Plans Examiner < `� S Zoning l� Structural Review Clerk (Revised02/24/2014) MAY 222 015 BY: MUE sneers,Xw. n9 3440 NE 22'x'Avenue OaMand Park,FL 33334 ngineers, Inc. Phone: (954) 3244730 CA#:29348 www.muenaineers.com P May 21,2015 MUE PN:MUE14A1101 Structural Calculations AAh Prepared For. T. D!Gerornmo Residence 66 NW 107th Street Miami Shores, FL 33150 0 p ,h Prepared • n sneers Inc g 3440 NE 121,Avenue Oakland Park, FL 33334 Phone: (954)324-4730 Fax: 954 653-4170 Fax: (954) www.MUEngineers.com 6666 . . 6666 6666.. License No.29348 .. 6666 606.00 6666.. 6666.. 6666 .. 6666 . .. 6666. 6666.. 6666.. . . 6666.. .. 6666 THOROUGH,DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER Page 1 of 17 SLineers, Inc Index Page ASCE 7-10 Wind load calculation 3-7 Interaction calculations for hurricane straps uplift and shear forces 8-12 ASCE 7-10—Components shear and diaphragm shear calculation 13-17 01d11BBo9oB, UNrthB,fs® o®`�� •�C E N S�•:c��.s �� • o v • � • s v • s .�. •CC b • S ATE ®®.c�'•.� O R�Q.• ®®F •••••....•••' % ®°°®es�ONAk. Marcus Unterwe8e Florida P.E.#:063860 5/21/201516:02 •••••• •• • •••••• • •• •• • •• •••••• • Page 2 of 17 MUEngineers,Inc. .roB TrrL.E Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,Fl.33334 JoB No.MUE14061101 SHEET N0. _ 954-324-4730 BY HT DATE 10/8114 CA*29348 CHECKED BY DATE www.strumro.com Code SeaRrch Code: Florida Building Code 2010-High Velocity Zon Occupancy: Occupancy Group= R Residential Risk Category&importance Factors: Risk Category= II Wind factor= 1.00 Snow factor- 1.00 Seisrnic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (8) 3.00/12 14.0 deg Building length(L) 54.0 ft Least width (B) 51.0 It Mean Roof Ht (h) 11.8 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 It 6666 • . 6666 6666.. 6666.• 06 6 6606•• • 666006 . • 6 6666 •• . :0000: •00• • 66 0 00.66 666.•• 66 . 6••.6 • . • . 6 06 6• 6 66 •6.66. .•.6.66 • • . 0 0 •60606 600006 6 . . •. . • . . 60066 0.6 • Page 3 of 17 MUEngineem,Inc. .rosTm.E Di Gemnimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 josNo. MUE14081101 SHEET NO. 954324-4730 cALcuIATED sY HT DATE 10/8!14 CA*29348 CHECKED BY DATE 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 Intemal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Gablez Z speedup Topographic Factor (Kzt) Topography Flat .----- Hill Height (H) 0.0 ft H< 15ft;exp C Ha T. Half Hill Length(Lh) 0.0 ft :. Kzt=1.0 Lh Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest:x= 0.0 ft I Bldg upidown wind? downwind V(Z) 2 H/Lh=0.00 K,= 0.000 Speed-up V(Z) xtpwmd) x dowriwirtd) x/Lh= 0.00 Ka= 0.000 z(Lh= 0.00 K3= 1.000 HH212 H At Mean Roof Ht: Kzt=(1+KlK2K3)"2= 1.00 2D RIDGE or 3D AXISYMMETMCACAL HILL 0000 . . 0000 0000.. 0000.. 0000.. 0000 .. . . 0000 .. 00000 0000.. .. . 00000 . . 00 •• 0 00 0.00.0 :90:0: so 0000.. Page 4 of 17 , MUEn insers Inc. JoBTm.E Di Geronimo Residence 9 3440 NE 12th Avenue Oakland Park,FL 33334 ,los No.MUE1_4_061101 SHEET NO. 954324-4730 cALCuLATED BY HT DATE 10/8/14 CAM 29348 CHECKED BY DATE Wind Loads-MWFFtS tKOO'(Low-rise Buildinsals)Enclosedlpartially enclosed only Kz=Kh(case 1)= 0.85 Edge Strip (a)= 4.7 ft Base pressure(qh)= 56.6 pat End Zone (2a)= 9.4 ft GCpi= +/-0.18 Zone 2 length = 25.5 it Wind Pressure Coefficients CASE A CASE B 6=14deg Surface GC f vd-GC i v4+GC i GCpf vd-GC i vW+GCpi 1 0.48 0.66 0.30 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.26 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.72 0.90 0.54 -0. -0. -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures(psf) 1 37.2 16.9 -15.3 -35.6 2 -28.9 -49.2 -28.9 -49.2 3 -14.5 -34.9 -10.7 -31.1 4 -11.0 -31.4 -15.3 -35.6 5 32.8 12.4 6 -6.2 -26.6 1E 51.2 30.8 -17.0 -37.3 2E -50.3 -70.7 -50.3 -70.7 3E -25.3 -45.6 -19.8 -40.2 4E -21.3 -41.7 -17.0 -37.3 5E 44.7 24.3 6E -14.1 -34.5 Parapet •••• Windward parapet= 0.0 psf (GCpn=+1.5) Windward roof • •••••• ...... Leeward parapet= 0.0 psf (GCpn=-1.0) overhangs= ••3�.t psf (upward)add to •••••• windwanl roef pressane••• Horizontal MWFRS Simple Diaphragm Pressures(rift cvINDwAM •••••• • • • Transverse direction(normal to Ly EM`-#- .s, �g . Interior Zone. Wall 48.2 psf � T -FT- ..... Roof -14.4 psf *' .... • .. '. ..:..' End Zone: Wall 72.5 psf . .. . ...... Roof -25.1 psf *" ... . •• Longitudinal direction(parallel to L) ELIAIATION • • Interior Zone: Wail 39.0 psf TRA3�5V••7�'.R•5E• • 000 �•••• End Zone: Wall 58.8 psf - � MW-AWD **NOTE:Total horiz force shalt not be less than that determined by neglecting roof forces(except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. LONGMUMMALL ELEVATION Page 6 of 17 MUEngineers,Inc. ,wBTfRE Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 JOB No.MUE14061101 _ SHEET No._ 954324-4730 cALcuLATED BY HT DATE 1018114 CA M 29348 CHECKED BY DATE Location of MWFRS Wind Pressure Zones 4 3 — ZONE 2.lessor of 4 3 ^.� ,• 0.3Bor2.5h r.s'rf2 2 is negative 2 6E 4E 3E / .- 4E 3E .� 2E 2E f} � i g I CASE A VVDW EMEMON CASE B RANM WLND Vi It ME NOTE:Torsional loads are 25%of zones 1-S.See code for loading diagram. ASCE 7 -99 and ASCE 7-10 M later) 4 ZOM 2:lessor of 05Bor2:5h 4 3 2 2 is negative 2 6 E 3E ,�` r' 4E E .� .••. 2E • • . • •••. •..••. 5 ••' : • • • .. E •. • lE >M D MEMON • • •� •��D�ECIYtJ�'•;••. Tmusvetse Dirmflon L onaitiltl.3m1 Direction •00:0: • • • NOTE:Torsional loads are 25%of zones 1-4.See code for loading diagram. ' :000:0 too*:* • . • • • ASCE 7 -02 and ASCE 7- • • Page 6 of 17 MUEnglneers,Inc. JW TITLE Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 .wB mlo.MUE14061101 SHEET No. 954-324-4730 CA cuu►TEn BY HT onTE 1OW14 CA*29348 CHECKED BY DATE Ultimate Wind Pressures Wind Loads-Components&Claddina : h<=60' Kh(case 1)= 0.85 h= 11.8 It Base pressure(qh)= 56.6 psi a= 4.7 ft Minimum parapet ht= 0.0 ft GCpi= +/-0.18 Roof Angle(6)= 14.0 deg Type of roof=Gable Roof GCp+/-GCpi Surface Pressure(psf) User Input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 16 of 50 sf Negative Zone 1 -1.08 -1.01 -0.98 -01.1 -57.1 -55.4 -60.0 -57.1 Negative Zone 2 -1.88 -1.53 -1.38 -106.4 -86.6 -78.1 -101.0 -86.6 Negative Zone 3 2.78 -2.36 -2.18 -157.3 -133.5 -123.3 -150.8 -133.5 Positive All Zones 0.68 0.54 0.48 38.5 30.6 27.2 36.3 30.6 Overhang Zone 2 -2.20 -2.20 -2.20 -124.5 -124.5 -124.5 -124.5 -124.5 Overhang Zone 3 -3.70 2.86 2.50 -209.3 -161.9 -141.4 -196.4 -161.9 Overhang pressures in the table above assume an internal pressure coefficient(Gopi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by Internal pressure of 10.2 psf Par qp= 0.0 psf Surface Pressure User lnpd Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A:Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Comer zone. 0.0 0.0 0.0 0.0 CASE B:Interior zone: 0.0 0.0 0.0 0.0 Comer zone:L 0.0 0.0 0.0 0.0 walls GCp+/-GCpl Surface Pressure(psf) User Input Areaf-1.58 100 sf 500 at 10 of 100 sf 500 sf 20 sf sf Negative Zone 4 -1.10 -0.98 -72.4 -62.4 -55.4 -69.4 Negative Zone 5 -1.23 -0.98 -89.4 -69.4 -05.4 -83.4 -75.4 Positive Zone 4&5 1.00 0.88 66.8 56.8 49.8 63.7 59.8 6666 a • Y • 6666 6.00•• •0 • • 646 0 •606••• 00 • 640••6 40046• • :*000: • 6 •4•s• 6666 •• • 6 • 6666 • •• 46••4 •••••4 4• • 6666• •• •• • •• •0460• • •4.44• • • • •46.4• • • • Page 7 of 17 MUE14051101-TrmTleDownCalm Truss Tie-Dwan Cakwlations 3:48 PM 5012D15 A B C D E F O H 1 J K L M N Mark on Plan Claw Trus Overhang "a"lergh IRI Trus Daad Load Dead Load Lha Load UpIM UPM Up6R Up6R UppR Shear Span{w/o Length[RI Spacing (pati Utilized to [pafj Pressure a Pressure 0 Pressure Pressure Pressure par"togl IRI IR] resist Up11tt Roof Zone 3 Roof zone 2 ®hoof @ ® wap Ip 1 IP 1 Zone 1 Overhang Owed" Ipa1 Ipsq In Roof In Roof Zone 3 Zone 2 1 13.1556M 1.16558M 5 2 20 -6 .90 80 e1 36 11e 75 2 1 3 13.16685667 1.1666661107 5 2 20 -5 30 w 81 36 1'18 75 0 4 2 5 13.15668687 1.16666M 5 2 -M $ .90 so 81 36 118 75 0 e 3 7 1.75 1.16666w7 5 2 -20 -5 -30 90 61 36 118 75 e 4 9 • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • •• • • • • • • • ••• • • • ••• • ••• • • • • ••• • • i i i i•» i i i Page 1 of 5 i i•••i i i i i•••i Page 8 of 17 ••• • • • ••• • • MUE140G1101-Tn=TI9DcWnCaka Tnm Tle-Dvmn CakadoWrm 3:46 PM 5/21!2015 A O P 0 R s T U V X Y Z Mark on Plan Shear UpOR Zona 3 Up=Zane 2 UpM!arm 1 Upmt UpOR Dead Load Lto Load Anctm Anchor Shear Perpenftukrrto Ow mng Omrk" Rein Reacdon UpOft Reaction wan Roof Zmm 3 Roof Zorm 2 avallobb to [Off} Reaction pardw to was IP 1 f"d upuft [bq til obli 1 204 1191 275 -78 -465 3 188 0 70 174 79 -485 �� s,�, LIIc 4 2 a 5 1. 1ss 0 798 174 78 -Im Yom' 7 _ t 349 158 0 0 275 20 123 w •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • of • • • • • •• • • •••• ••• • • • • • • • • • ••• • ••• • • • • ••• • • • • • • • • • • Paga 2 of 5 i • i i•i i i • i Page 9of17 • •• •• • • • •• •• ••• • • • ••• • • MUE14061101-TnumaThDownCek s Truss Tke-Dmn CatculaWn i 3:46 PM - 50/2015 A AA AS AC AD I AF I AO I AH I Al AJ Mark on Pian Anchor Shaw Ander 1 Connector Type FASTENERS FASTENERS Anchor Anchor Anchor Remarks Anchor Readlon TO TRUSS TO STRUCTURE Upflft Shear Shaw Upuft perpetdictlar to CMMKY Capacity Capacity Utbizstlon wan Boil Para§d Perperdic [U►t) to wan u1m to (FI) wal(F2) 1 (bI) Pbq o e Bhmpson Home {14)-10&x1 12 nabs 5.1H8'Embedbnent In RC Beam 0.52 8lmpson HOAMIOKTA (4)-SDS 1/49x1 10 (4)-1/4°x1-W lltsn HD a► ors 10dS t 0.52 3 t ti Blmp�n HTSMIS (S)-10d nab (4}114'x1314"Than HD armors 0.44 2 T Shp=HOAMIOm (4)-SDS 114'9r'i4W (4)4/4'x13/4"Tben HD anftm 0.44 5 h z L Sknpson Howie (14)-10[E 412 nabs 5-1/16'Embedmard 61 RC Beam � 4fS � . 0.49 3 �q e 0.49 7 Sknpson Howie (14)-10dd 1/2 mos 54/18'Embedbnent kr RC Beam = 445 S 0.23 4 " e �� a 023 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • • • • • • • • • • • •• • • • •• • • • • • • • ••• • • • ••• • • •• • • • • ••• • • • • • • • • • • Page 3 o15 i • i i•i i i • i Page 10 of 17 • •• •• • • • •• •• ••• • • • ••• • • M UE14081101-TrasTleDovmCalca Truss Tie-Dwon Cak uloWn 3:48 PRA 5/21/2015 A AK AL AAA AN Mark on Plan Anchor Shear Anchor Shear Anchor CombhnDd para®elto wan pperpondic 8arto UtMzatlon UtMzetlon wan uunzetion 1 0.o 0.15 0.77 2 1 0.47 1.00 3 0.w 0.10 0.84 4 2 0.38 0.82 5 0.23 0.11 0.83 6 3 0.38 0.85 7 0.55 0.11 0.89 e 4 0.83 0.86 9 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • Or ••• ••• • • • • •• • • • • • • • • • • •• • • • •• • • • • • • •• ••• • • • ••• ••• • • • • ••• • • • • • • • • • • page 4 of 5 i • i i•i i i • i Page 11 of 17 • •• •• • • • •• •• ••• 0 • • ••• • • MUE14081101-TnMTt8D0WnCa1c6 TrLm T194)mn CabgsWna 3:48 PM 512112DIS A AO Mark on Plan 1 NOTES: ALL ANCHORS SPECIFIED ARE SIMPSON STRONG-TIE(UNLESS OTHERWISE NOTED).-NO SUBSTITUTIONS'SHALL BE 2 MADE WITHOUT PRIOR WRITTEN APPROVAL FORM THE ENGINEER OF RECORD.ANY SUBSTITUTION REQUESTS SHALL E ACCOMPANIED BY MANUFACTURERS SPECIFICATIONS AND CUT SHEETS. FOR ADDITIONAL INFORMATION AND INSTALLATION REQUIREMENTS SEE MANUFACTURER'S SPECIFICATIONS. 3 e. Allowable simultaneous loads in more than one direction on a single 4 connector must be evaluated as follows: z Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable 5 Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate< 1.0.The three terms in the unity equation are due to the three possible directions that exist to generate force on a s 3 connector.The number of terms that must be considered for simultaneous loading is at the sole discretion of the Designer and is dependent on their 7 method of calculating wind forces and the utilization of the connector within the structural system. t3 4 8 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• ••• ••• • • • • • • •• •• • • • • • • •• • • • •• • • • • • • • ••• • • • ••• • ••• •••• • • • • • • • • • • • • • Page 5 of 5 i i • i i•i i i • i Page 12 of 17 • •• •• • • • •• •• 000 0 0 0 ••• • • job tta o 6 [I 0 JabNumber MUE ng! eers, Inc PW of 3410 M 120 Avow CakulatW by: Date oaMaid Puts,R.33334 atedced by.- T€ne Plmnm t 54,M 4730 CAM 29M subject sect — iP�-Y'Q��' € € i If € € 3 a 7,K! i i t s aspn »...�..»»»�. J FI'»^'»jt»_. a i � i � € l 3 i 4 _»..�W«� 3 b� �«•�3 •-. � � �-t3''��•'•� i i £ i k � } € s 4 3 ..»..�w. .»b.«..»» ..•—i-• '• f {3 F 7 �..»..»._...b.. I i 3 ki i •• 3 i a 3 • ( i £ i • • • • go 00 0 00 s ! £ j _ jjj -14 ldftmwrAu=pww CK s i�•loft • Page 13 of 17 APile- Angle(dq) 0.24 adlans rr Length(ft) �3 ZO\S r.kaw a Depth of dlaphWn(ft) ft f i to a+lati.e Wwd z� of welt ft =i h/2 3.8 CASE A .oro Mae UK% d/2 6.6 iftd Pressut'est Aftoltlllfl W1 _ 10.14 W2 -29.52 W3 a -20.94 W4 -18.84 WE1 18.48 WE2 c -42.42 �Y WE3 -27.36 WE4 -25.02 h d d h W(const)=W, i 2—+W2 sin(angle)—W3 2 sin(angle)—W4 2 2 2 ��`� _ ti.�.til.�.'� '�� .}�—'�.`��aa��£�•�a}�:r��tt. —�-2t7e4t,�..�{�a•��Sirlst,� •-�-'� ��..� �,�, W(const)- 96.39 pif •••• DW(CO?'ne1•) Wig h+W2g Wu(angle)"'W3g sin(angle)--Wigg — •••••• •• •••••• 2 h 2 d 2 d 2 h •••i•• • • • 1 Wl 2+W2 i sln(angle)—W3 2 sin(angle)—W�2 .••••• • • (Lt JJJJ •••• •• ••�••� ...... .. . ..... 90 . . ...... �ro2Y'� Q'S t(�,7 �.g — lj 2.t}2 lo•��}Sin tc� t-2 •3j, �� ill�t( • •, .- 25.0'2 3 -- $ c��? . . . ...... W(corner)= 44.81 p!f Page 14 of 17 Ra= 1.254 Kips 4- IR 1)�2(26) — 2 q5] Ra(Corner)= 0.345 Kips ) K t O Tatai Ram Ra+Ra const 1.599 Kips Rbw WconsMangth+Wcorner*2a-Ra 1.329 Kips • ..•. ....fie •••••• •• • ••••• Page 15 of 17 C x.52. —t3 Angle(deg) 0.246 Radians Length(ft) Depth of displuowm(ft) Height of wall(ft) £ 3Y AS n r W2 3.8 d/2 13 case s WNDDIRECIMN RA\M 1ARnd P y res ban %a Imm MM W1 21.36 W2 -29.52 W3 -18.66 W4 r 21/.36 7 A7 Re`# .44 WE1 22.38 WE2 -42.42 WE3 24.12 WE4 22.38 WES '�" 14.58 W(const)=W12+W2 d sin(angle)--Wa 2 sin(angle)—W4 2 t 3{,N 3-4g� Zq t3 5`1 W(Const) -34.25 Of • • °....• •... • QW(corner-)=W1s a+W d sin(angle)—Was i sln(angle)—W4s a — ...... . • • ...•.. JWI2+W2 d stn(angle)--WS 2 sin( angle)--W.Z •s..•• i •..• •..•• • • .. .•... C�cr�Y`�` C-22.3g, .3.g .�-��•�.2.��35>�� — (_a�}.t�) �g��nt�--��-3� 3s�a A W(Corner)- -23.47 plf Page 16 of 17 Ran -0.227 Kips �cstttt�� 2 a 4wr, r .r(20-?ai Pr T)(r23.V)(zx 13.2 — 2- e2 A. ... ._�.- .w. Ra(Corner)- -0.143 KIPS Toth Ra- Ra+Ra const -0.37 Kips � •E.� �° �f' Rbw wconst*ierWth+wcomer*2a4Ra 4LS04 Klps 0000 •••.•• • • Page 17 of 17 c ® Polyisocyanurate Foam Sheathing 7 Continuous Insulation fOinaIL STORAGE WARNING Store AP Foil-Faced Foam Sheathing elevated above the floor or ground AP Foil-Faced Foam Sheathing is combustible and shall only be used and standing water.If stored outdoors,keep dry by covering completely as specified by the local building code with respect to flame spread with a waterproof tarpaulin. classification and to the use of a suitable thermal barrier when required. LIMITATIONS TECHNICAL SERVICES AP Foil-Faced Foam Sheathing is nonstructural.The walls must be Johns Manville can provide technical information to assist in braced in accordance with the requirements of the applicable code. addressing questions regarding AP Foil-Faced Foam Sheathing. Please call 800-654-3103 for technical assistance. WARRANTY All Johns Manville products are sold subject to Johns Manville's Limited Warranty and Limitation of Remedy.For a copy of these documents, call 800-6543103. PERFORMANCE DATA Table 1:Thermal Perlommnce THICK111138 1WVALUE°f•1 /BR&I (�• 1 BOARD B-VALUE WITH RBUW IE AM SPACE VAIrSpow VAIrSpece rffirgpooe 0.50 2.7 13 0.48 4 x 8,9,or 10 5.2 5.5 5.4 0.625 3.5 16 0.62 4 x 8,9,or 10 6.0 6.3 62 0.75 4.4 19 0.77 4 x 8,9,or 10 6.8 7.1 7.0 1.00 6.0 25 1.06 4 x 8,9,or 10 8.5 8.8 8.7 150 9,3 38- 1-43 4 x 8,9,or 10 11.7 12.0 120 2.00 13 51 221 40.9,or 10 15 15 15 2. 16 -64 279 4x 8,9,or 10 18 19 19 3.00 19 76 3.36 4 x 8,9,or 10 22 22 22 3.50 22 89 3.94 4x 8,9,or 10 25 25 25 4.00 26 102 4.52 4 x 8,9,or 10 28 28 28 4.50 28 114 1 5.09 4 x 8,9,or 10 1 30 31 1 31 'Agedfl-value at 75°Fin accordance with ASTM C1189. ?Only applies when an ideal reflective airspace and horizontal heat flow conditions exist.The shiny foil side of product must face the airspace. Determined in accordance with FTC 16 CFR Part 460 requirements and published ASHME air space 17-values.Refer to Me2009ASHRAEHandbook of Fundamentals,Chapter 26,Table 3,for details. Tsble 2+Physical Pres PROPEB7Y UNITS TEST METHOD BF$W.T Thermal Resistance,1 inch °F•fiz•hr/BTU ASTM C518' 6.0 Compressive Strength psi ASTM D1621 a 16 6000 Flexural Strength psi ASTM C203 z 40 ••• •0000• see*** Water Absorption %by volume ASTM C209 0.1 •. . :••• •: Water Vapor Permeance perms ASTM E96 0.05 •••••• *0:0 •••••• Surface Burning Characteristics— •••0•• • • • Flame Spread' index ASTM E84 s 25 00000* Smoke Developed' index ASTM E84 s 450 •0000• •• •• • • Service Temperature OF 100 to 250 0000 • •• ••••• Aged R-value at 751Fin accordance with ASTM C1289. 90:00: •••••• 09:90* "Numerical ratings are not intended to reflect hazards present in actual fire conditions. •• •• •• • 900#00 'Foam core tested at 4 inches. •••••• • • • • • • •••••• • • • • • • •e • Visit our website at www.JM.com or call 800-654-3103 I Building Insulation Division P.O.Box 5108 Denver,CO 80217-5108 Data as shown in this literature is intended to be used as a general guideline only.The physical and chemical properties of AP Foil-Faced Polyisocyanurate Foam Sheathing listed herein represent typical,average values obtained in accordance with accepted test methods and are subject to normal manufacturing variations.They are supplied as a technical service and are subject to change without notice.Any references to numerical flame spread or smoke developed ratings are not intended to reflect hazards presented by these or any other materials under actual fire conditions. Check with the sales office nearest you for current information.All Johns Manville products are sold subject to Johns Manville's Limited Warranty and"7 Johm Manvale Limitation of Remedy.For a copy of the Johns Manville Limited Warranty and Limitation of Remedy or for information on other Johns Manville thermal and acoustical insulation and systems,visit the website or call the 800 number above.71717th Street Denver CO,80202 BID-0151 7/14 ©2014 Johns Manville.All Rights Reserved. r PolVisocVanurate Foam Sheathing ,AP" FOIL-FACED Continuous Insulation John-s Manville DESCRIPTION w : . Johns Manville AP'"Foil-Faced Foam Sheathing board consists of a uniform closed-cell polyisocyanurate foam core bonded on each side to a foil facer.One side has a reflective foil �" facer and the other side has a white non-reflective foil facer to suit your building needs. *`. Polyiso provides one of the highest R-values per inch of any rigid insulation(R-6.0 at 1 inch).Furthermore,when properly installed,AP Foil-Faced Foam Sheathing functions as a water-resistive barrier,vapor barrier and air barrier,eliminating the need to install additional components. AP Foil-Faced Foam Sheathing is produced with an EPA-compliant hydrocarbon-based blowing agent that has zero Ozone Depletion Potential(ODP)and virtually no Global Warming Potential (GWP);it also meets both CFC-and HCFC-free specification requirements.Polyiso is one of North America's most widely used insulation products and has been cited by the EPA for its responsible impact on the environment. AP Foil-Faced Foam Sheathing provides exceptional heat,moisture and air control to protect your building's exterior wall assembly. PERFORMANCE ADVANTAGES INSTALLATION Thermal Insulation:inch for inch,polyiso AP Foil-Faced Foam Sheathing is lightweight and can be easily cut with a utility knife or saw. has one of the highest energy efficiencies. Use maximum board lengths to minimize the number of joints.Vertical joints should be staggered. R-values for AP Foil-Faced Foam Sheathing Butt joints should be centered over framing.To create a water-resistive barrier or an air barrier, are shown in Table 1,and physical properties treat seams and penetrations as instructed in the installation guide and in accordance with are shown in Table 2(see reverse).R means manufacturer's guidelines.Once installed,AP Foil-Faced Foam Sheathing may be left exposed resistance to heat flow.The higher the for up to 60 days.Consult your local building department for code requirements. R-value,the greater the insulating power. COMPLIANCES Water-Resistive Barrier:when properly •ASTM C12897ype 1,Class 1 installed as part of a Johns Manville Wali •CAN/ULC S704,Type 1,Class 1 System,AP Foil-Faced Foam Sheathing meets •ICC-ES Evaluation Report ESR-3398 the ICC-ES AC71 acceptance criteria for foam •Canadian Construction Materials Centre 13104-L plastic sheathing used as a water-resistive •Air Barrier Association of America Evaluated Air Barrier Material, barrier.Please see the installation guide for Assembly&Water Resistive Barrier qualifying assemblies and detailed instructions. •International Building Code •International Residential Code Vapor Barrier:at a minimum thickness •International Energy Conservation Code of one inch,AP Foil-Faced Foam Sheathing •ENERGY STAR has a vapor permeance of 0.05 perms and •ASHRAE 90.1 qualifies as a Class 1 vapor4e♦tgr�er. •California State Insulation Quality Standards • • Air Barriwo-wbetr6properlylrlMled ••••�• PERFORMANCE STANDARDS as part of a•.rohns*Manville\"l Iystem, • •ASTM C1289,Standard Specification for Faced Rigid Cellular Polyisocyanurate Thermal AP Foil-F9c%ttW She&RAO meets th#•••*• Insulation Board Air BarrietAftRiltion of Amcfica boardstock • •CAN/ULC-S704,Standard for Thermal Insulation,Polyurethane and Polyisocyanu rate, criteria foj M'AtLtiils and$96mblies.Ple ase 0 9 0 Boards, Faced see installdtil,RtJuide for qua*1A ng asserslalies• •ASTM E84,Test for Surface Burning Characteristics of Building Materials and detaNa l"itictions. •• • ••i••• •CAN/ULC S102,Standard Method of Test for Surface Burning Characteristics of Building • • • • • •• •• •• • •••••• Materials and Assemblies Noncorr��i�.i�es not accelerate • •NFPA 259,Standard Test Method for Potential Heat of Building Materials corrosior=of*E:,wiring or metal studs.••s0• •NFPA 285,Standard Fire Test Method for Evaluation of Fire Propagation Characteristics of Exterior Non-Load-BearingWall Assemblies Containing Combustible Components •••••• g Lightwe�ght•,•2�y to halidle,can be cutiwith • •AC 71,Acceptance Criteria for Foam Plastic Sheathing Panels Used as Water-Resistive Barriers a utility krg@ or Aw. •• �•� s••••i •ASTM E331,Standard Test Method for Water Penetration of Exterior Windows,Skylights, •• • Doors,and Curtain Walls by Uniform Static Air Pressure Difference ENERGY,ONVAM&SMRONMENT •AATCC Test Method 127,Water Resistance:Hydro Static Pressure Test •ASTM E1233,Standard Test Method for Structural Performance of Exterior Windows,Doors, EC Skylights,and Curtain Walls by Cyclic Air Pressure Differential •ASTM E2178,Standard Test Method for Air Permeance of Building Materials Q��So *us !abaa •ASTM E2357 Standard Test Method for Determining Air Leakage of Air Barrier Assemblies Intertek AVAILABILITY AP Foil-Faced Foam Sheathing is available in the sizes shown in Table 1 (see reverse). For additional information or special size inquiries,please consult a sales representative at 800-654-3103. The top performer. JV MUEngineem,Inc. 3440 NE 12th Avenue Oakland Park,FL 33334 n g i n e e rs, Inc. Phone: (954)324-4730 CA*29348 www.muengineers.com April 15,2015 66 NW 107th Street Miami shores, FL 33150 Attention: Mr.Scott Bakos Reference Project Name: Geronimo Residence—Addition Project Address: 66 NW 107th Street, Miami Shores,FL 33150 MUE Project#: MUE14061101 Permit Number: To Whom it May Concern, Please find below our response to the structural related permit comments dated 04/06/15 prepared by the Miami Shores Village Building Department. Comment#4:Sunrooms should be categorizes as one of the categories under section R301.1.2.1.1ded 1.2 of FBC-Residential MUE Response:The building has been designed as per FBC 2010 requirements satisfying the requirements as per minimum design loads for buildings and other structures(ASCE-7) Comment#6: Detail 4/S-3.1.The structural engineer has a note for the fascia to match with the architects detail, the architect's details require the fascia to match the existing. The information provided does not comply with the requirements of section R4409.9.2.7 MUE Response:Details 3 and 4 on S-3.1 have been revised to comply with the code section Indicated above. Comment#7:Provide a soils statement as required under section R4404.2.1 of FBC residential. MUE Response:The foundations are being placed on compacted fill and a soil bearing pressure of 1500psf has been utilized for the foundation design. Please see note 310000-Foundation on S-0.1 foe a8aitional . . 0000 0800.. Information. '.0 0 0 0 •••0 0900:0 0000..0' : ...0 0' .:0:00 0 Review comments 03/28/15 0000.. Comment#1: Not Addressed;Specify code references(FBC and materials),GCpi and"tateg&y'forUind..... • (S-0.1) 0 0000.. .. . 0000. MUE Response:Code references and year has been updated on structural notes as poet 13thiding d6oat'tment"' request. GCpi value has been added to structural notes. Please see section 010001;6e0igtt Loags ori sheet.0 00;0 S-0.1. ""'• . . 0000.. Comment #7: For this submittal, copies of NOAs of windows are provided. On the elevations,p'ark the NOA#,sizes and wind pressures of windows MUE Response: Response by architect. THOROUGH,DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER i ngineers, Inc Comment #8: Calculations provided. Design of hurricane straps are missing. L1 2 and uplift lift in an Interaction equation. MUE Response: Please refer to the attached drawings for updated hurricane straps. Please refer to the attached calculations package for interaction equation. Sincerely, 0�� Marcus nterweg)P.E., EED AP President 6666 . . 6666 6666.. . . 0 .. 0 .060 0 6666.. 6666 6666.. 6666.. .6066. 6666 .. 0 0 . . 0 6666 . •. 6666. 6666.. 00 . 00000 0 . . . . .6 66 .. 6 600600 ...606 . . . 0 . 0 6666.. 0000.. . . 0.000. 60 6 0 000 6 6 6 . Page 2of2 MUEngineer,Inc. 3440 NE 12th Avenue Oakland Park,FL 33334 =ngine e rs, Inc. Phone: (954)324-4730 CA#:29348 www.muenaineers.com March 12,2015 Miami Shores Village Building Department. 10050 NE 2nd Avenue Miami Shores, FL 33138 Reference Project Name: DiGeronimo Residence—Addition Project Address: 66 NW 107th Street,Miami Shores,FL 33150 MUE Project#: MUE14061101 Permit Number: RC15-15 To Whom It May Concern, Subject: Foundation system The foundation system used to support the structure of the building addition is identical to the existing foundation system.The loads on the foundations and utilized soil bearing pressures are similar in magnitude to the ones of the existing building foundations.Therefore it is our professional opinion that a soils report is not required.The notes requesting the soils report has been removed from plans. 'o0�f0E1Y1t11a®, Sincerely, JS p, UNT�R ,,t 0 63860 .* .cr Marcus Unterweger,P.E., LEED AP oo .0 S w: �M N A�{�ee°e President Marcus Urn er Florida P.E.#:063860 3/12/2015 08:23 Page I of I p:\active\m ue14061101-sb-geron imoresi dente\corresp\m ue14061101-ltr-soil beari ngpressu re 150311.docx W MUEnginew,*Inc. 3440 NE 12a'Avenue Oakland Park,FL 33334 n g i n e e rs, Inc. Phone: (954)324-4730 CA#:29348 www.muengineers.com January 19,2015 MUE PN: MUE14061101 Structural Calculations Prepared For: DiGeronimo Residence 66 NW 107th Street Miami Shores, FL 33150 Prepared By: ngineers, Inc 3440 NE 12th Avenue Oakland Park, FL 33334 Phone: (954)324-4730 Fax: (954)653-4170 www.MUEngineers.com License No.29348 THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER f 01gineers, Inc Index Page ASCE 7-10 Wind load calculation 3-8 Roof diaphragm 9-10 Truss Tie-down reaction 11 Beam TB-1 design 12-22 CMU wall design 23-25 Column C1 design 26-30 Foundation CF20 design 31-34 Florida product approval 35-48 %% UNTER 1rSNS It, ��i ♦ Q` •. 0 3S60 , .. LLI -0: TATE IF .400 0 .0 P� S'®ONPP®a% Marcus Unterweger Florida P.EA 063860 1/19/2015 15:40 ' f « N MUEngineers, Inc. jos TITLE Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 .IoB No.MUE14061101 SHEET No. 954-324-4730 CALCULATED BY HT DATE 10/8/14 CA*29348 CHECKED BY DATE www.struware.com Code Search Code: Florida Building Code 2010-High Velocity Zon Occupancy: Occupancy Group= R Residential Risk Category&Importance Factors: Risk Category= II Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (e) 5.00/12 22.6 deg Building length(L) 54.0 ft Fast width (B) 51.0 ft Mean Roof Ht (h) 15.0 ft Parapet M above grd 0.0 ft Minimum parapet ht 0.0 It Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 20 psf over 600 sf: 20 psf Floor. Typical Floor 40 psf Partitions 15 psf Page 3 of 48 MUEngineers, Inc. JOB Tm.E Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 jos No. MUE14061101 SHEET No. 954-324-4730 cALcuLATEDBY HT DATE 10/8/14 CA*29348 CHECKED BY DATE 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 +{z zSpad<up ToDOQrDhic Factor (Kzt) V(z)k(d Topography Flat ,--- Hill Height (H) 0.0 It H< 15ft;exp C H12 H Haff Hill Length(Lh) 0.0 ft : Kzt--1.0Lh Hl2 Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest:x= 0.0 ft I Bldg up/down wind? downwind ZA V(Z) H/Lh= 0.00 K, = 0.000 Speed-up x�Lh= 0.00 K2= 0-000 41 V(z) X( x(dowrtmtira) z/Lh= 0.00 K3= 1.000 1 H/2 TH At Mean Roof Ht: �Lh Kzt=(1+KIK2K3)A2= 1.00 2D RIDGE or 30 AXISYh=TRiCAL HILL Gust Effect Factor Fteztble saucWre H natural frequency<t Hz(T>t second). h= 15.0 ft Hoer,if building hB<4 then probably dgid structure(rule of thumb). B= 51.0 ft h/B= 0.29 Rigid structure /z(0.6h)= 15.0 ft G= 0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure = 0.20 Natural Frequency (nj)= 0.0 Hz t 500 ft Damping ratio(P)= 0 Zmin= 15 ft /b= 0.65 C= 0.20 /a= 0.15 9Q, 9v= 3.4 VZ= 147.8 LZ= 427.1 ft NI = 0.00 Q= 0.92 Rn= 0.000 Iz= 0.23 Rh= 28.282 = 0.000 h= 15.0 ft G= 0.88 use G=0.85 RB= 28.282 n= 0.000 RL= 28.282 n= 0.000 gR = 0.000 R = 0.000 G = 0.000 Page 4 of 48 MUEngineers, Inc. jos TITLE Di Geronimo Residence 3440 NE 12th Avenue Oakland Park, FL 33334 ios No. MUE14061101 SHEET NO. 954-324-4730 cALcuLATED BY HT DATE 10/8/14 CA*29348 CHECKED BY DATE Wind Loads-MWFRS NOW (Low-rise Bulldinas) Enclosed/nardally enclosed only Kz=Kh(case 1)= 0.85 Edge Strip (a)= 5.1 ft Base pressure(qh)= 56.6 psf End Zone (2a)= 10.2 ft GCpi= +/-0.18 Zone 2 length = 25.5 ft Wind Pressure Coefficients CASE A CASE B e=22.6 deg Surface GCpf vvt-GCPI wl+GCpi GCpf vd-GC ' 1 0.54 0.72 0.36 -0.45 -0.27 -0.63 2 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4 -0.41 -0.23 -0.59 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.77 0.95 0.59 -0.48 -0.30 -0.66 2E -0.72 -0.54 -0.90 -1.07 -0.89 -1.25 3E -0.65 -0.47 -0.83 -0.53 -0.35 -0.71 4E -0.60 -0.42 -0.78 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures(psf) 1 40.6 20.2 - 5.6 2 -15.5 -35.9 -28.9 49.2 3 -16.2 -36.6 -10.7 -31.1 4 -13.3 -33.6 -15.3 -35.6 5 32.8 12.4 6 -6.2 -26.6 1 E 53.8 33.4 -17.0 7.3 2E -30.5 -50.9 -50.3 -70.7 3E -26.5 -46.8 -19.8 -40.2 4E -23.7 -44.0 -17.0 -37.3 5E 44.7 24.3 6E -14.1 -34.5 Para Windward parapet= 0.0 psf (GCpn=+1.5) Windward roof Leeward parapet= 0.0 psf (GCpn=-1.0) overhangs= 39.6 psf (upward)add to windward roof pressure Horizontal MVVFRS Simple Diaghream Pressures fpsn wnmWAaD Transverse direction(normal to L) O° W fT-1 wn9)WARVR0CF waItOT=P Interior Zone: Wall 53.9 psf -i j t 1 t MW Roof 0.7 psf VFAT End Zone: Wall 77.5 psf Roof -4.0 psf ** s: Longitudinal direction(parallel to L) Interior Zone: Wall 39.0 psf TRANSVERSE ELEVATION End Zone: Wall 58.8 psf M --t ,Ario Roup **NOTE:Total horiz force shall not be less than that determined L I-i t t i i 1 1 vsJ=ai. by neglecting roof forces(except for MWFRS moment frames). "--"-The code requires the MWFRS be designed for a min ultimate ------ - force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. L01qC3I1'1=INAL ELEVATIC314 Page 5 of 48 MUEngineem, Inc. aoe TITLE Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 joB No. MUE14061101 SHEET NO. 954-324-4730 cALcuLATED sY HT DATE 1018114 CA P 29348 CHECKED BY DATE Location of MWFRS Wind Pressure Zones 3 ZONE 2.lessor of 3 4 0.5 B or 2.5 It 4 If 2 is negative 2 6E 4tE 3E £ 3E 2E 2E 1 5 1 CASE A STM DIRECMN CASE Bt RANU WMMEC M xANM NOTE:Torsional loads are 25%of zones 1 -6.See code for loading diagram. ASCE 7 -99 and ASCE 7-10 M later) 6 4 ZONE 2 iessoir of 0.5 HB or 2.5 h 4 3 2 2 is Mpfive 2 6 4E 3E �✓' ZE "E 2 + 5 1E 5WDDDMCnON I 1E Transverse Dim iom Longitudinal Direction NOTE:Torsional loads are 25%of zones 1 -4.See code for loading diagram. ASCE 7 -02 and a CE.�r-0o Page 6 of 48 MUEngineers,Inc. ,ios TrLE Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 JOB NO.MUE14061101 SHEET NO. 954-324-4730 CALCULATED By HT DATE 1018114 CA&29348 CHECKED BY DATE Ultimate Wind Pressures Wind Loads-Comoonents&Claddinsal : h<=60' Kh(case 1)- 0.85 h= 15.0 ft Base pressure(qh)= 56A psf a= 5.1 ft Minimum parapet ht- 0.0 ft GCpI= +1-0.18 Roof Angle(9)= 22.6 deg Type of roof=Gable Roof GCp+/-GCpI Surface Pressure(psi) User input Area 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 50 sf Negative Zone 1 -1.08 -1.01 -0.98 -61.1 -57.1 -55.4 -59.4 -57.1 Negative Zone 2 -1.88 -1.53 -1.38 -106.4 -86.6 -78.1 -97.8 -86.6 Negative Zone 3 -2.78 2.36 -2.18 -157.3 -133.5 -123.3 -147.0 -133.5 Positive All Zones 0.68 0.54 0.48 38.5 30.6 272 35.1 30.6 Overhang Zone 2 220 -2.20 -220 -124.5 -124.5 -124.5 -124.5 -124.5 Overhang Zone 3 -3.70 -2.86 -2.50 -209.3 -161.9 -141.4 -188.9 -161.9 Overhang pressures in the table above assume an internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 102 psf Para qp= 0.0 psf Surface Pressure s User input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sf CASE A=pressure towards building(pos) CASE A:Interior zone: 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Comer zone: 0.0 0.0 0.0 0.0 CASE B:Interior zone: 0.0 0.0 0.0 0.0 Comer zone: 0.0 0.0 0.0 0.0 Walk GCp+/-GC pi Surface Pressure(psf) User input Area 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 20 of 50 sf Negative Zone 4 -128 -1.10 -0.98 -72.4 -62.4 -55.4 -69.4 -65.4 Negative Zone 5 -1.58 -1.23 -0.98 -89.4 -69.4 -55.4 -83.4 -75.4 Positive Zone 4&5 1.18 1.00 0.88 66.8 56.8 49.8 63.7 59.8 Page 7 of 48 + MUE sneers Inc. .I�Tm.E Di Geronimo Residence n9 3440 NE 12th Avenue Oakland Park,FL 33334 JOB NO.MUE14061101 SHEET NO. 954-324-4730 CALCULATED BY HT DATE 1018114 CA#:29348 CHECKED BY DATE . Ultimate Wind Pressures Location of C&C Wind Pressure Zones 2a 41 a � 2' o @ '2 4 a — II WALL 5 I— — — — Z Root vd e s 10° Walls h:5 60' Gable,Sawtooth and and all walls &alt design h<80' Muldspan Gable e s 7 degrees& Monoslope roofs h>60' Monoslope s 3 degrees 30<8 is 10° h:5 60'&alt design h<80' h s 60'&aft design h<80' A a _ _ 3 a a -r I � a(/61a I 1 �3 I (Z-- - rt F--- I gI g ! 1 2 (D 12 monoslope roofs Multispan Gable& Hip 7° < 8 s 27° I I 100<e:9300 Gable 7° <e is 45° i I hS60'&nit design h<90' 3 --- ---1 2 3 1 Sawtooth 100<9 s 450 8 _ i h 5 60'&sit design h<80' (D j 1 / 2 i3 u u r wi W2 W1 W2 _W3 w w Stepped roofs 8S3* It S SW&aft design 8 or 48 Sloped Roof diaahrasm Angle(deg) 23 0.402 Radians Length(ft) 54 Depth of diaphragm(ft) 51 Height of wall(ft) 10 a' (ft) 5 h/2 5 d/2 25.5 Wind Pressures(osfl Ult(osfl Allowable tusfl W1 20.2 12.12 W2 -35.9 -21.54 W3 -36.6 -21.96 W4 -33.6 -20.16 WE1 33.4 20.04 WE2 -50.9 -30.54 WE3 -46.8 -28.08 WE4 -44 -26.4 W(const) = W12+W2 2 sin(angle)+W3 2 sin( angle) +W4 2 W(const)= 165.6 pif h d d h W(corner) = W1fi 2 +W2s 2 sin(angle)+W3r,2 sin(angle)+1 W4&2 — �W1 -+W2 2 sin(angle)+ W3 2 sin(angle) +W4 2] W(corner)= 42.07 pif Ra= 4.472 Kips Ra(Comer)= 0.382 Kips Total Ra= Ra+Ra const 4.854 Kips Rb= Wconst*length+Wcorner*2a-Ra 4.S1 Kips Page 9 of 48 Diaohraam shear Va= 95.18 pif Vb= 88.43 pif tZ 2n(r2a)Wconst 8 Wcorner*2a n th—2� length Chord Force = d + d Chord force= 1.251 Kips Page 10 of 48 MUE7408N01-TnmTWDaw Tnms TwDwm cdmda Imre 228 P 1/1w16 MwkonMan CkwTnme Owtmne "eVongthIM9 Tnme DemLom Dean Loral LbeLooe UpMt upm Upon up6R 4m Arnt" ^WwlcaawarTWw FASTENERS FASTENERS Anotmr ""Wo Lenglh(tg SpWq LWQ Mndto (paQ Pmmn@ Preawoee Prepare Fromm Prom= Up6R TOTRUBB TOSTRUCTLINE upo OrefimB)� �] mmupSB RaotZoee3 RodZone3 ®Roof 0 ! Remotion Cepefr fwq fw9 1 O pq til (pei( In Roo! In Roof ZWA3 Zom2 18.6 t.6 B Z 2D D 3D 84 66 39 178 TB Strom pAmi6 (14).Wbrt-tWnds 8rbKftmdlnRObW 1 ' ALL ANCHORS SPEOIMEDARE SIMSON STRONXTIE(UNLESS OTHERMSE NOTED}TWSUBSTITUTIdW WALL BE MADEWTHOUT PRIOR WRITTEN APPROVAL FORM THE ENMNEER OF RECORD ANY SUSBTITUTTON REQUESTS SHALL E ACCOMPANEDBY MANUFACTURERS SPECIFICATIONS AND CUT SHEETS. FORADDITIONAL INFORMATION AND INSTALLATION REQIgtEMENTS SEE MANUFACTURER'S SPECIFICATIONS. page 1 of 1 Page 11 of 48 Concrete Beam FtO=P1AWiAWE14O61101 14ostto/-erg OCS QOCALC,INC.1902014,8M14.1Z VGrAi4.lZ -06009175Licensee: POUEngineers,Inc. Description: TB-1 CODE REFERENCES Calculations per ACI 318-08,IBC 2009,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties fc = 4.0 ksi Phi Values Flexure: 0.90 i k= fc112'7.50 = 474.342 psi Shear: 0.750 ` W Density = 145.0 pcf 1 = 0.850 I LJIM Fador 1.0 lai 40.0 ksi A Elastic Modulus 3122.02 F -Sti i f:' rrt4:'J = T + p fy-Main Reber = 60.0 ksi E-Stim�s _ 29,000.0 ksi E-Main Rebar = 29,000.0 kai S Bar Size# # 3 Number of Resisting Lop Per Stirrup 2 Load Conation ASCE 7-10 I' I i i I i �mwaoa Cross Section&Reinforcing Details Rectangular Sedum tkth=8.0 in, Height=12.0 in Span#1 Reinforcing... 245 at 2.0 in from Bottom,from 0.0 to 10.0 ft in this span 2.5 at 2.0 in from Top,from 0.0 to 10.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self wreiyht calculated and added to loads Load for Span Number 1 Uniform Load: D=0.030, L=0.030 ksf, Tnbutwy Width=8.0 it(Roof Truss bads) DESIGNS_UA/MARY s • Maximum Bending Stress Ratio = 0.241:1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.006 in Ratio= 15625 Mu:Applied 6.304 k ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<3 Max Downward Total Deflection 0.015 in Relic= 6502 Mn'Phi:Allowable 26.197 k-ft Max Upward Total Deflection 0.000 in Ratio= 999<180 Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 4.000ft Span#where maximum occurs Span#1 Vertical Reactions-Unfactored Suppe:Far left is#1 Load Combbadon Support 1 Support2 Owerall MA)(Imurn 2.W 2307 Overall MlNin um 0.808 0.808 +D+H 1.347 1.347 +D+L+H 2.307 2.307 +D+Lr+H 1.347 1.347 +D+S+H 1.347 1.347 +D+0.750Lr+0.750L+H zw 2.087 +D+0.750L+0.750S+H 2.067 2.067 +D+0.60W+H 1.347 1.347 +D+0.70E+H 1.347 1.347 4"75OL40.750Lr+0.450W+H 2.067 2.067 +D+0.750L+0.750S+0.450YI1+H 2.067 2.067 +D+0.750L+0.750S+0.5ZE4i 2.067 2.067 +0.60D+0.60YY+0.60H 0m 0.808 Page 12 of 48 Fe=P%Wi*AJE140611 14081101 .ec6 Concrete Beam e4s3cALc,Pe.1983.2D14,&id6.14.12B1 .14.1.26 Description: TB4 Vertical Reactions-Unfactored Support nolaeon:Far lett is#1 Load Combination Support 1 Support 2 40. .7 0.808 0.808 D Only 1.347 1.347 Lronly L Only 0.960 0.960 S Only W Only E Only H Only 4D4H 1.347 1.347 4D+L4H 2.307 2.307 4D4Lr4H 1.347 1.347 4D+8+H 1.347 1.347 4D40.750L.r40.750L4H 2.067 2.067 4D40.750L40.750S+H 2.067 2.067 4040.60W41-1 1.347 1.347 4D40.70E4i 1.347 1.347 4"75OL40.7501-r40450W-4i 2067 2067 4D40.750L+0.750540.450W4i 2.067 2.067 Shear Stirrup Requirements Entire Beata Span Lenglh:Vu<Ph!Vd2, Redd V9=Nat Re0, useslinpospeowlat 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location M Bending Stress Resulte (k-ft) S9wt ogle Span# in Span W:Max PhM4ftx Stress Ratio MAXinrum BENDING Envelope Span#1 1 8.000 6.30 2620 024 +1.40D+1.60H Span#1 1 8.000 3.77 2620 0.14 +120D40.501-r-0.601.+1.601-1 Span#1 1 8.000 6.30 2620 024 +120D4.1.60L40.508+1.60H Span#1 1 8.000 6.30 2620 024 +12013+1.60Lr40.50L+1.60 I Span#1 1 8.000 4.19 2620 0.16 +120D+1.60Lr40.50W+1.60H Span#1 1 8.000 323 2620 0.12 +120D40.50L+1.608+1.60H Span#1 1 8.000 4.19 2620 0.16 +120D+1.60S40.5 W+1.60H Span#1 1 8.000 323 2620 0.12 +120D40.50Lr40.50L4W+1.60H Span#1 1 8.000 4.19 2620 0.16 +12OD40.50L40.50S4W+1.60H Span#1 1 8.000 4.19 2620 0.16 +120D40.50L402084E+1.60H Span#1 1 8.000 4.19 2620 0.16 +0.90D4W40.90H Span#1 1 8.000 2.42 2620 0.09 40.90D+E40.90H Span#1 1 8.000 2.42 2620 0.09 Overall Maximum Deflections-Unfactored Loads Load Cantil► Span Max='Dell Loc afion in Sim Load Combkrefron Max."+"Dell Locdon in Span D Only 1 0.0086 4.080 0.0000 0.000 Detailed Shear Information Span Dislance V Vu (k) Mu d'VWMu PhrVc Comment Phi Ila PhrVn Spacing(n) Load Combination Numbw (ft) (n) Actrml Deft (kit) (k) (k) (k) Redd Suggest + +. 1 0.00 10.00 3.15 3.15 0.00 1.00 8.37 Vu<Ph1Vd2 NotReqd 8.4 0.0 0.0 +120D+1.601.40.50S4=1.80H 1 0.02 10.00 3.14 3.14 0.06 1.00 8.37 Vu<Phi d2 Not Reqd 8.4 0.0 0.0 +120D+1.601.40.508+1.601-1 1 0.04 10.00 3.12 3.12 0.11 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 OA +1.2013+1.601.40.50SA.601-1 1 0.05 10.00 3.11 3.11 0.17 1.00 8.37 Vu<Phyd2 NotReqd 8.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 0.07 10.00 3.10 3.10 022 1.00 8.37 Vu<Phrlkd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L40.50S44.60H 1 0.09 10.00 3.08 3.08 pageM of 481.00 837 Vu<Ph1Vcl2 Not Reqd 8.4 0.0 0.0 Concrete Beam Fle=P:V WNE,4061, 14061101�+atc.9c6 EtOCAt.C,INC.1902M4,BuNd614.iZv,WS.14.126 1.01 Description: TB-1 Detailed Shear Information Span Disww V Vu (k) Mkt d'VAiu PhrVc C MINIt PhrV9 PhrVn Spa*g(in) Load Combmafwn Number (fQ (n) Actual Design (kit) (k) (k) (k) Re# Suggs . -03 OSR.W 1 0.11 10.00 3.07 3.07 0.33 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.505+1.60H 1 0.12 10.00 3.05 3.05 0.39 1.00 837 Vu<Ph!Vcl2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL40.508+1.60H 1 0.14 10.00 3.04 3.04 0.44 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 +120D+1•6DL40•508+1.6DH 1 0.16 10.00 3.03 3.03 0.49 1.00 8.37 Vu<PhVd2 NotRegd 8.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.18 10.00 3.01 3.01 0.55 1.00 8.37 Vu<PhiYd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 020 10.00 3.00 3.00 0.60 1.00 8.37 Vu<PhiVc2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 021 10.00 2.98 2.98 0.65 1.00 837 Vu<PhiVd2 NotReqd 8.4 0.0 OO +120D+1.60L40.508•M.60H 1 023 10.00 2.97 2.97 0.71 1.00 6.37 Vu<PhVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL-00.508-#4 60H 1 025 10.00 2.96 2.96 0.76 1.00 837 Vu<Ph1V 2 Not Reqd 8.4 00 0.0 +120D+1.6OL40.508+1.60H 1 027 10.00 2.94 2.94 0.81 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 028 10.00 2.93 2.93 0.86 1.00 8.37 Vu<Ph%12 Not Reqd 8.4 0.0 00 +120D+1.60L+0.508+1.60H 1 0.30 10.00 2.91 2.91 0.92 1.00 837 Vu<PhVc2 Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 0.32 10.00 2.90 2.90 0.97 1.00 837 Vu<PhVd2 Not Reqd 8.4 00 0.0 +12QD+1.60L+0.508+1.60H 1 0.34 10.00 2.89 2.89 1.02 1.00 837 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.S0L+0.50S+1.60H 1 0.36 10.00 2.67 2.87 1.07 1.00 8.37 Vu<PhiVd2 Not Regd 8.4 0.0 0.0 +120D+1.60L+0.505+1.60H 1 0.37 10.00 2.86 2.86 1.12 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 0.39 10.00 2.84 2.84 1.17 1.00 837 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+t1.60H 1 0.41 10.00 2.83 2.83 122 1.00 8.37 Vu<PhVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL•+0.508+1.60H 1 0.43 10.00 2.82 2.82 127 1.00 8.37 Vu<Ph1Vc2 Not Reqd 8.4 0.0 0.0 +12OD+1.60L40.505+1.60H 1 0.44 10.00 2.80 2.80 1.32 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL.40.508+1.60H 1 0.46 10.00 2.79 2.79 137 1.00 837 Vu<Ph1Vd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 0.48 10.00 2.77 2.77 1.42 1.00 837 Vu<Ph1Vd2 NotReqd 8.4 00 0.0 +120D+1.60L+0.50S+1.60H 1 0.50 10.00 2.76 2.76 1.47 1.00 837 Vu<Ph�Vd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 0.52 10.00 2.75 2.75 1.52 1.00 837 Vu<PhVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 0.53 10.00 2.73 2.73 1.57 1.00 837 Vu<PhVc2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 0.55 10.00 2.72 2.72 1.62 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 +120D+1.6OL40.508+1.60H 1 0.57 10.00 2.70 2.70 1.67 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 0.59 10.00 2.69 2.69 1.71 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 00 +120D+1.60L+0.508A.60H 1 0.60 10.00 2.68 2.68 1.76 1.00 8.37 Vu<PhVd2 Not Regd 8.4 0.0 0.0 +12OD44 6OL40.505+1.60H 1 0.62 10.00 2.66 2.66 1.81 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 •120D+1.60L+0.505+1.60H 1 0.84 10.00 2.65 2.65 1.86 1.00 837 Vu<PhVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL40.505+1:60H 1 0.66 10.00 2.63 2.63 1.90 1.00 837 Vu<Ph1Vd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+O.508+1.60H 1 0.68 10.00 2.62 2.62 1.95 1.00 8.37 Vu<PhUd2 NotReqd 8.4 0.0 0.0 +120D+1.6OL40.508+1.60H 1 0.69 10.00 2.61 2.61 2.00 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL.40.508+1.60H 1 0.71 10.00 2.59 2.59 2.04 1.00 837 Vu<PhiVd2 Not Reqd 8.4 0.0 00 +120DA.60L40.508+1.60H 1 0.73 10.00 2.58 2.58 2.09 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 4120D+1.6OL40.508+1.60H 1 0.75 10.00 2.56 2.56 2.13 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 0.76 10.00 2.55 2.55 2.18 0.97 8.34 Vu<PhiVd2 NotReqd 8.3 0.0 0.0 4420D+1.60L+0.508+1.60H 1 038 10.00 2.54 2.54 222 0.95 8.31 Vu<PhVd2 Not Reqd 8.3 0.0 00 +120D+1.6OL+0.508+1.60H 1 0.80 10.00 2.52 2.52 227 0.93 829 Vu<PhUd2 Not Reqd 8.3 0.0 0.0 +120D+1.60L+0.508+1.60H 1 0.82 10.00 2.51 2.51 2.31 0.90 826 Vu<P1dVd2 NotRegd 8.3 0.0 0.0 +120D+1.601.+0.508+1.60H 1 0.84 10.00 2.49 2.49 2.36 0.88 823 Vu<PhVc2 Not Regd. 82 0.0 0.0 +120D+1.60L+0.505+1.60H 1 0.85 10.00 2.48 2.48 2.40 0.86 821 Vu<PhiVd2 Not Reqd 82 00 0.0 +120D+1.6OL40.508+1.60H 1 0.87 10.00 2.47 2.47 2.45 0.84 8.19 Vu<PhiVd2 Not Reqd 8.2 0.0 0.0 +120D+1.6OL40.508+1.6OH 1 0.89 10.00 2.45 2.45 2.49 0.82 8.16 Vu<PhVd2 Not Reqd 82 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 0.91 10.00 2.44 2.44 2.53 0.80 8.14 Vu<PhVd2 Not Reqd 8.1 0.0 0.0 +120D+1.60L+0.508+1.60H 1 0.92 10.00 2.42 2.42 2.58 0.78 8.12 Vu<PhVd2 Not Reqd 8.1 0.0 0.0 +120D+1.60L+0.508+1.60H 1 0.94 10.00 2.41 2.41 2.62 0.77 8.10 Vu<PhVd2 Not Reqd 8.1 0.0 0.0 +120D+1.6OL40.508+1.60H 1 0.98 10.00 2.40 2.40 2.66 0.75 8.08 Vu<PhiVd2 Not Reqd 8.1 0.0 0.0 +120D+1.6OL+O.50S+1.60H 1 0.98 10.00 238 236 2.71 0.73 8.06 Vu<PhiVd2 Not Reqd 8.1 0.0 0.0 +12OD+1.6OL40.505+1.60H 1 1.00 10.00 237 237 2.75 0.72 8.04 Vu<PhiVd2 NotRegd 8.0 00 0.0 +12OD+1.6OL+O.508+1.60H 1 1.01 10.00 2.35 235 2.79 0.70 8.03 Vu<PhVd2 Not Reqd 8.0 00 0.0 +12OD+1.6OL40.508+1.60H 1 1.03 10.00 2.34 234 2.83 0.69 8.01 Vu<PhVcr2 NotRegd 8.0 0.0 00 +12OD4.1.6OL+0.5084.160H 1 1.05 10.00 233 233 Pe2I Of 480.67 7.99 Vu<PhVd2 NotRegd 8.0 0.0 00 Concrete Beam 140B181 •� ENERCd4LC,Q1C.1963�94, 6.14.1.x,V�t:6.14.12S 11 Description: TEW Detailed Shear Information Span DMw= V Vu (k) Mu dWulMu PhrVc comment Pht'Vs PhrVn Spacing(m) Load combination Number (ft) (in) AcW Design (kat) (k) (k) (k) Reld Suggest +4 + 1 1.07 10.00 2.31 2.31 2.91 0.66 7.98 Vu<PhiVd2 Not Reqd 8.0 0.0 0.0 +12OD+1.6OL40.50S+1.60H 1 1.08 10.00 2.30 2.30 2.95 0.65 7.96 Vu<PhIVd2 Not Reqd 8.0 0.0 0.0 +120D+1.6OL40.508+1.60H 1 1.10 10.00 228 228 3.00 0.64 725 Vu<PhiVc42 Not Reqd 7.9 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 1.12 10.00 227 227 3.04 0.62 7.93 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 +120D+1.6OL40.508+1.60H 1 1.14 10.00 226 226 3.08 0.61 7.92 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 AMA 6OL40.508+1.60H 1 1.16 10.00 224 224 3.12 0.60 7.91 Vu<PhiVd2 Not Reqd 7.9 0.0 OD +120D+1.60L40.505+1.60H 1 1.17 10.00 223 223 3.16 0.59 7.89 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 +120D+1.60L40.50844.60H 1 1.19 10.00 221 221 320 0.58 7.88 Vu<Phi /2 Not Reqd 7.9 0.0 0.0 +120D+1.6OL40.508+1.SOH 1 121 10.00 220 220 323 0.57 7.87 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 +120D+1.6OL40.508+1.60H 1 123 10.00 2.19 2.19 327 0.56 7.86 Vu<PhfVd2 Not Reqd 7.9 0.0 0.0 +120D+1.6OL40.508+4.60H 1 1.24 10.00 2.17 2.17 3.31 0.55 7.85 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +12OD+1.6OL40.503+1.60H 1 126 10.00 2.16 2.16 3.35 0.54 7.83 Vu<Phi 2 Not Reqd 7.8 0.0 0.0 +12OD+1.6OL40.50S+1.8OH 1 1.28 10.00 2.14 2.14 3.39 0.53 7.82 Vu<PhIVd2 Not Reqd 7.8 0.0 0.0 +12OD+1.60L40.50344.60H 1 1.30 10.00 2.13 2.13 3.43 0.52 7.81 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +12OD+1.60L40.50S+1.60H 1 1.32 10.00 2.12 2.12 3.46 0.51 7.80 Vu<PhiVd2 Not Read 7.8 0.0 0.0 +120D+1.60L40.50S+1.60H 1 1.33 10.00 2.10 2.10 3.50 0.50 7.79 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +120D+1.60L40.508+1.60H 1 1.35 10.00 2.09 2.09 3.54 0.49 7.78 Vu<Phi /2 Not Reqd 7.8 0.0 0.0 +120D+1.60L40.508+1.60H 1 1.37 10.00 2.07 2.07 3.58 0.48 7.77 Vu<PhiVd2 NotReqd 7.8 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 1,39 10.00 2.06 2.06 3.61 0.47 7.76 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +12OD+1.60L40.505+1.60H 1 1.40 10.00 2.05 2.05 3.65 0.47 7.75 Vu<PhVd2 Not Reqd 7.8 0.0 0.0 +1.2pD+1.6OL40.5084-1.60H 1 1.42 10.00 2.03 2.03 3.69 0.46 7.74 Vu<PhiVd2 NotReqd 7.7 0.0 0.0 +12OD44 6OL-*0.505+1.60H 1 1.44 10.00 2.02 2.02 3.72 045 7.74 Vu<Phyd1 Not Reqd 7.7 0.0 0.0 A2OD+1.6OL-#p.508+1.60H 1 1.46 10.W 2.00 2.00 3.76 0.44 7.73 Vu<PhfVd2 Not Reqd 7.7 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 1.48 10.00 1.99 1.99 3.79 0.44 7.72 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 1.49 10.00 1.98 1.98 3.83 0.43 7.71 Vu<PhVdt NotReqd 7.7 OA 0.0 +12OD+1.60L40.508+1.60H 1 1.51 10.00 1.96 1.96 3.86 0.42 7.70 Vu<PtuVd2 Not Reqd 7.7 0.0 0.0 +120D+1.6OL40.50S44.60H 1 1.53 10.00 1.95 1.95 3.90 0.42 7.69 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +120D+1.60L40.5OS+1.60H 1 1,55 10.00 1.93 1.93 3.93 0.41 7.69 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +120D+1.6OL40.508+1.60H 1 1.56 10.00 1.92 1.92 3.97 0.40 7.68 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +1201)+1.00L40.50S+1.60H 1 1.58 10.00 1.91 1.91 4.00 0.40 7.67 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +1201W AL40.50S44.60H 1 1.60 10.00 129 1.89 4.03 0.39 7.66 Vu<PhI 2 Not Reqd 7.7 0.0 0.0 +12OD+1.60L40.508+1.60H 1 1.62 10.00 1.88 1.88 4.07 0.38 7.66 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +12OD+1.60L40.50S+1.60H 1 1.64 10.00 1.86 1.86 4.10 0.38 7.65 Vu<PhJVc42 Not Reqd 7.7 0.0 0.0 +1.2ODa•1.60L+0.50S+1.60H 1 1.65 10.00 1.85 1.85 4.13 0.37 7.64 Vu<PWb 2 Not Reqd 7.6 0.0 0.0 +12OD+1.60L40.508+1.60H 1 1.67 10.00 1.84 1.84 4.17 0.37 7.64 Vu<PhiVd2 NotReqd 7.6 OA OA +120D+1.6OL40.508+1.60H 1 1.69 10.00 122 1.82 420 0.36 7.63 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 1.71 10.00 1.81 1.81 423 0.36 7.62 Vu<PhfVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 1.72 10.00 1.79 1.79 426 0.35 7.62 Vu<PhfVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL40.508+1.60H 1 1.74 10.00 1.78 1.78 4.30 0.35 7.61 Vu<PhAW NotReqd 7.6 0.0 0.0 +120D+1.6OL40.5084-1601.1 1 1.76 10.00 1.77 1.77 4.33 0.34 7.61 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL40.505+1.6011 1 1,78 10.00 1.75 1.75 4.36 0.33 7.60 Vu<PhYd2 Not Reqd 7.6 0.0 0.0 +1.20D+1.6OL40.50844 60H 1 1.80 10.00 1.74 1.74 4.39 0.33 7.59 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 1.81 10.00 1.72 1.72 4.42 0.32 7.59 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +12OD446OL40.50844.60H 1 1.83 10.00 1.71 1.71 445 0.32 7.58 Vu<PhYd2 NotRegd 7.6 0.0 0.0 +120044 6OL40.50S+1.60H 1 1.85 10.00 1.70 1.70 4.48 0.32 7.58 Vu<PhYc2 Not Reqd 7.6 0.0 0.0 +12OD44 6OL40.50S+1.60H 1 1.87 10.00 1.68 1.68 4.51 0.31 7.57 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120DA 6OL40.508+1.60H 1 1.88 10.00 1.67 1.67 4.54 0.31 7.57 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +12OD44.6OL40.508+1.60H 1 1.90 10.00 1.65 1.65 4.57 0.30 7.56 Vu<PhiVd2 Not Roo 7.6 0.0 0.0 +12OD+1.6OL40.50S+1.60H 1 1.92 10.00 1.64 1.64 4.60 0.30 7.56 Vu<PhiVd2 NotReqd 7.6 0.0 0.0 +12OD+1.6OL40.5054.1.60H 1 1.94 10.00 1.63 1.63 4.63 029 7.55 Vu<PivVd2 Not Reqd 7.6 0.0 0.0 +12OD+1.60L40.508+1.60H 1 1.96 10.00 1.61 1.61 4.66 029 7.55 Vu<PhiVd2 Not Reqd 7.5 0.0 OA +120D+1.6OL40.508+1.60H 1 1.97 10.00 1.60 1.60 4.69 028 7.54 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 1.99 10.00 1.58 1.58 4.71 028 7.54 Vu<PhIVd2 Not Reqd 7.5 0.0 0.0 +12OD+1.6GL40.50S+1.60H 1 2.01 10.00 1.57 1.57 fie#q of 48028 7.53 Vu<PhYd2 Not Reqd 7.5 OA 0.0 Concrete Beam �=P�E140s11a 14081141-enar .06 EI+IEICN.8NC.1983?1N4,Bu7d6.14.1Z,V&S.14.1A ll Description: TS-1 Detailed Shear Information Span Distance 'd' Vu (k) Ph d"VulMu Phr Vc Comment PhrVs PhrVn Spacing(in) Load Combination Numb (ft) ('n) AcW Design (k-ft) (k) (k) (k) Req'd Suggest +1 1. +. 1 2.03 10.00 1.55 1.55 4.77 0.27 7.53 Vu<PhYc2 NotReqd 7.5 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 2.04 10.00 1.54 1.54 4.80 027 7.52 Vu<Phi c,2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.50S+1.60H 1 2.06 10.00 1.53 1.53 4.82 026 7.52 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +I20D+1.60L40.503+1.6OH 1 2.08 10.00 1.51 1.51 4.85 0.26 7.51 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +124D+1.60L40.50S+1.60H 1 2.10 10.00 1.50 1.50 4.88 0.26 7.51 Vu<PhVd2 Not Reqd 7.5 0.0 OA +120D+1.60L-#0.508+1.60H 1 2.12 10.00 1.48 1.48 4.90 0.25 7.50 Vu<PhiVd2 NotReqd 7.5 OA 0.0 +120D+1.6OL-#O.508+1.60H 1 2.13 10.00 1.47 1.47 4.93 0.25 7.50 Vu<PhiVd2 Not Reqd 7.5 0.0 OA +120D+1.60L-10.505+1.60H 1 2.15 10.00 1.46 1.46 4.96 024 7.49 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60Li0.508+1.60H 1 2.17 10.00 1.44 1.44 4.98 024 7.49 Vu<PhiVd2 Not Reqd 7.5' 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.19 10.00 1.43 143 5.01 024 7.49 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.508+1.SOH 1 220 10.00 1.41 1.41 5.03 023 7.48 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1,6C40,50$+1.60H 1 222 10.00 140 140 5.06 023 7.48 Vu<PhVd2 Not Reqd 7.5 0.0 0.0 +120D+1.6OL40,50S+1,60H 1 224 10.00 1.39 1.39 5.08 0.23 7.47 Vu<PhryW2 Not Reqd 7.5 0.0 0.0 +120D+1.60L-#0.508+1.60H 1 2.26 10.00 1.37 1.37 5.11 022 7.47 Vu<PhiVd2 Not Reqd 7.5 OA 0.0 +12CD+1.60L40.50S+1.60H 1 2.26 10.00 1.36 1.36 5.13 022 7.47 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.503+1.60H 1 2.29 10.00 1.34 1.34 5.16 022 746 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L+0.508+1.60H 1 2.31 10.00 1.33 1.33 5.18 0.21 7.46 Vu<PhVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.50S+1.60H 1 2.33 10.00 1.32 1.32 520 021 7.46 Vu<PhVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.50S+1.60H 1 2.35 10.00 1.30 1.30 523 0.21 7.45 Vu<PhVcl2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.50S+1.6OH 1 2.36 10.00 129 129 525 0.20 7.45 Vu<PhVd2 NotReqd 7.4 OA 0.0 +120D+1.60L40.50S+1.60H 1 2.38 10.00 127 127 527 020 744 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +1.20D+1.60L40.505+1.60H 1 2.40 10.00 126 126 5.30 020 7.44 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 2.42 10.00 125 125 5.32 020 7.44 Vu<PhUd2 NotReqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.44 10.00 123 123 5.34 0.19 7.43 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.503+1.60H 1 2.45 10.00 122 122 5.36 0.19 743 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 2.47 10.00 120 120 5.38 0.19 7.43 Vu<PhIVd2 Not Real 7.4 0.0 0.0 +120D+1.60L+0.508+I.60H 1 2.49 10.00 1.19 1.19 5.40 0.18 7.42 Vu<RIVd2 NotRegd 7.4 0.0 0.0 +120D+1.60L40.508+1.601-1 1 2.51 10.00 1.18 1.18 5.43 0.18 7.42 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.52 10.00 1.16 1.16 5.45 0.18 7.42 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L.40.50S+1.6OH 1 2.54 10.00 1.15 1.15 5.47 0.18 7.41 Vu<PhVd2 NotReqd 7.4 0.0 0.0 +120D+1.60Li0.50S+1.60H 1 2.56 10.00 1.13 1.13 5.49 0.17 7.41 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L-#0.50S+1.60H 1 2.58 10.00 1.12 1.12 5.51 0.17 7.41 Vu<Ph'Vd2 NotReqd 7.4 0.0 0.0 +120D+1.60Li0.508+1.60H 1 2.60 10.00 1.11 1.11 5.53 0.17 7.40 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.6OL40.508+1.60H 1 2.61 10.00 1.09 1.09 5.55 0.16 7.40 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.63 10.00 1.08 1.08 5.57 0.16 740 Vu<PhiVd2 Not Reqd 7.4 OD 0.0 +120D+1.60L+0.508+1.60H 1 2.65 10.00 1.06 1.06 5.58 0.16 7.39 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 2.67 10.00 1.05 1.05 5.60 0.16 7.39 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.68 10.00 1.04 1.04 5.62 0.15 7.39 Vu<PhVc2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 2.70 10.00 1.02 1.02 5.64 0.15 7.39 Vu<PhVc2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 2,72 10.00 1.01 1.01 5.66 0.15 7.38 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 2.74 10.00 0.99 0.99 5.68 0.15 7.38 Vu<PhJVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L-#0.50S+1.60H 1 2.76 10.00 0.98 0.98 5.69 0.14 7.38 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +1.20D+1.60L-+0.50S+1.60H 1 2.77 10.00 0.97 0.97 5.71 0.14 7.37 Vu<PhIVc2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.79 10.00 0.95 0.95 5.73 0.14 7.37 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 2.81 10.00 0.94 0.94 5.75 0.14 7.37 Vu<PhiVd2 NotReqd 7.4 U 0.0 +120D+1.60L-o0.505+1.60H 1 2.83 10.00 0.92 0.92 5.76 0.13 7.37 Vu<PhfVd2 Not Regd 7.4 0.0 0.0 +120D+1.60L-*0.50S+1.60H 1 2.84 10.00 0.91 0.91 5.78 0.13 7.36 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 2.86 10.00 0.90 0.90 5.79 0.13 7.36 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.6OL-F0.508+1.60H 1 2.88 10.00 0.88 0.88 521 0.13 7.36 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2,90 10.00 0.87 0.87 5.83 0.12 7.35 Vu<PhVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 2.92 10.00 0.85 0.85 5.84 0.12 7.35 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.6OL40.508+1.60H 1 2.93 10.00 0.84 0.84 5.86 0.12 7.35 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60I.A.508+1.60H 1 2.95 10.00 0.83 0.83 5.87 0.12 7.35 Vu<PhVd2 NotReqd • 7.3 0.0 OD +120D+1.60L-t0.50S+1.60H 1 297 10.00 0.81 0.81 Pa9e5I§o1480.12 7.34 Vu<PhVd2 Not Reqd 7.3 0.0 OA Concrete Beam �=P:ll lE14os11o1 140s11o"wYcciceos t7VEF�A1 C, .1983 2014,Bukd6.14.126 .1d.1 ee Descriplon: TB-1 Detailed Shear Information Span DMm= V Vu (k) It crew Nu Phi Vc Comment PhrVe PhrVn Spacing(n) Load Combination Number (ft) (m) AckW Design (kit) (k) (k) (k) Req'd Suggest +1 +• 1 2.99 10.00 0.80 0.80 5.90 0.11 7.34 Vu<Phyct2 NotReqd 7.3 0.0 0.0 +120D+1.64L+0.50S+1.60H 1 3.00 10.00 0.78 0.78 5.91 0.11 7.34 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 3.02 10.00 0.77 0.77 5.93 0.11 7.34 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.04 10.00 0.76 0.76 5.94 0.11 7.33 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +12OD+1.6OL+0.505+1.60H 1 3.06 10.00 0.74 0.74 5.95 0.10 7.33 Vu<PhVd1 Not Reqd 7.3 0.0 0.0 +120D+1.6DL+0.5DS+1.60H 1 3.08 10.00 0.73 0.73 5.97 0.10 7.33 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 3.09 10.00 0.71 0.71 5.98 0.10 7.33 Vu<PhVd2 Not Reqd 7.3 0.0 OA +120D+1.6OL40.508+1.60H 1 3.11 10.00 0.70 0.70 5.99 0.10 7.32 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +1200+1.6OL+0.508+1.60H 1 3.13 10.00 0.69 0.69 6.01 0.10 7.32 Vu<PhW2 Not Reqd 7.3 0.0 0.0 +120D+1.6DL+0.508+1.60H 1 3.15 10.00 0.67 0.67 6.02 0.09 7.32 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L+0.508+1.60H 1 3.16 10.00 0.66 0.66 6.03 0.09 7.32 Vu<PhIW2 Not Reqd 7.3 0.0 0.0 +120D+1.6DL+0.508+1.60H 1 3.18 10.00 0.64 0.64 6.04 0.09 7.31 Vu<PhVd2 Not Reqd .7.3 0.0 0.0 +120D+1.SDL+0.50S+1.60H 1 320 10.00 0.63 0.63 6.05 0.09 7.31 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6DL+0.508+1.60H 1 322 10.00 0.62 0.62 6.06 0.08 7.31 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 324 10.00 0.60 0.60 6.07 0.08 7.31 Vu<PhVc2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 3.25 10.00 0.59 0.59 6.08 0.08 7.30 Vu<PhVc2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 327 10.00 0.57 0.57 6.09 0.08 7.30 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.5CS44 60H 1 329 10.00 0.56 0.56 6.10 0.08 7.30 Vu<PhiVd2 NotReqd 7.3 0.0 0.0 +120D+1.6OL+0.508+4.60H 1 3.31 10.00 0.55 0.55 6.11 0.07 730 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +12DD+1.6DL40.50S+1.60H 1 3.32 10.00 0.53 0.53 6.12 0.07 729 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +1.20D+1.6DL40.50844.60H 1 3.34 10.00 0.52 0.52 6.13 0.07 729 Vu<PhiVd2 NotReqd 7.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.36 10.00 0.50 0.50 6.14 0.07 729 Vu<PhiVd2 Not Reqd 7.3 OA 0.0 +120D+1.6OL40.50S+1.60H 1 3.36 10.00 0.49 0.49 6.15 0.07 729 Vu<PhiVd2 Not Reqd 7.3 OA 0.0 +120D+1.6OL+0.50S+1.60H 1 3.40 10.00 0.48 0.48 6.16 0.06 728 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6DL+0.50S+1.60H 1 3.41 10.00 0.46 0.46 6.17 0.06 728 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6DL+0.508+1.60H 1 3.43 10.00 0.45 0.45 6.18 0.06 728 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +12OD+1.60La0.50844.60H 1 3.45 10.00 0.43 0.43 6.18 0.06 728 Vu<PIM02 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.47 10.00 0.42 O42 6.19 0.06 728 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L+0.508+1.60H 1 3.48 10.00 0.41 0.41 620 0.05 727 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60La0.50S+1.60H 1 3.50 10.00 0.39 0.39 621 0.05 727 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.601.+0.50S+1.60H 1 3.52 10.00 0.38 0.38 621 0.05 727 Vu<PhiVc2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.54 10.00 0.36 0.36 622 0.05 727 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +12OD44 6OL40.508+160H 1 3.56 10.00 0.35 0.35 623 0.05 726 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+tI.60L+0.5OS+4.60H 1 3.57 10.00 0.34 0.34 623 0.04 726 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.8OL+0.508+1.60H 1 3.59 10.00 032 0.32 624 0.04 726 Vu<PhVd2 Not Reqd 7.3 OA 0.0 +120D+1.60L+0.50S+1.60H 1 3.61 10.00 0.31 0.31 624 0.04 726 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 3.63 10.00 029 029 625 0.04 726 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.64 10.00 028 028 625 0.04 725 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.66 10.00 027 027 626 0.04 725 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL+0.50S+4.60H 1 3.68 10.00 025 025 626 0.03 725 Vu<PhIVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 3.70 10.00 024 024 627 0.03 725 Vu<PhVd2 NotRegd 7.2 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.72 10.00 022 022 627 0.03 724 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 3.73 10.00 021 021 628 0.03 724 Vu<PhIV02 Not Reqd 72 0.0 0.0 +12OD44 6OL40.50S+1.60H 1 3.75 10.00 020 020 628 0.03 724 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.77 10.00 0.18 0.18 628 0.02 724 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.79 10.00 0.17 0.17 629 0.02 724 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 3.80 10.00 0.15 0.15 629 0.02 723 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +12OD+1.60L+0.508+1.6DH 1 3.82 10.00 0.14 0.14 629 0.02 723 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL+0.503+1.60H 1 3.84 10.00 0.13 0.13 629 0.02 723 Vu<PhVd2 NotReqd 72 0.0 0.0 +120D+1.6OL40.508+t1.60H 1 3.86 10.00 0.11 0.11 6.30 0.01 723 Vu<PhVd2 Not Regd 72 0.0 OA +12DD44 6OL+0.503+1.60H 1 3.88 10.00 0.10 0.10 6.30 0.01 723 Vu<PhiVd2 Not Reqd 72 0.0 OA +120D+1.6OL+0.50844 60H 1 3.89 10.00 0.08 0.08 6.30 0.01 722 Vu<PhiVd2 Not Reqd 72 OA 0.0 412DD+1.6OL+0.50S+1.60H 1 3.91 10.00 0.07 0.07 6.30 0.01 722 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +12OD+1.6OL+0.50S+1.6DH 1 3.93 10.00 0.06 0.06 Pag%16 of 480.01 722 Vu<PhVd2 Not Reqd 72 0.0 0.0 Concrete Beam �=P.V4M#MJE140811 14081101-enan�cec6 ENE(CMC,NC.1983014,&sIM4.128,V"14.121 EM Desaiptron: TEM Detailed Shear Information Span Distance 'd Vu (k) W d'V*& PhrVc comment PhrVs PhrVn Spacing(m) Load Combbstron Number (ft) (s) MW Desi (k4Q (k) (k) (k) Req'd Suggest * 1.M 1 3.95 10.00 0.04 0.04 6.30 0.01 722 Vu<PhiVd2 NotReqd 72 0.0 0.0 +12OD44 6OL40.508+1.60H 1 3.96 10.00 0.03 0.03 6.30 0.00 721 Vu<PhVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL40.508+160H 1 3.98 10.00 0.01 0.01 6.30 0.00 721 Vu<PhVd2 NotReqd 72 0.0 0.0 +12OD40.50L402084E41.601 1 4.00 10.00 0.00 0.00 4.19 0.00 721 Vu<Phyct2 Not Reqd 72 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.02 10.00 -0.01 0.01 6.30 0.00 721 Vu<PhVd2 Not Reqd 72 0.0 0.0 +120D+1.60L40.508+1.SOH 1 4.04 10.00 -0.03 0.03 6.30 0.00 721 Vu<PhVc2 Not Reqd 72 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.05 10.00 -0.04 0.04 6.30 0.01 722 Vu<PhVd2 Not Reqd 72 OA 0.0 +120D+1.60L40.508+1.80H 1 4.07 10.00 -0.06 0.06 6.30 0.01 722 Vu<PhVc2 Not Reqd 72 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.09 10.00 -0.07 0.07 6.30 0.01 722 Vu<PhNc2 Not Reqd 72 0.0 0.0 +12OD+1.6OL40.50S+1.60H 1 4.11 10.00 -0.08 0.08 6.30 0.01 722 Vu<PhiW2 Not Reqd 72 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 4.12 10.00 -0.10 0.10 6.30 0.01 723 Vu<PhVc2 Not Reqd 72 0.0 0.0 +1.20D+1,6OL40.508+1.60H 1 4.14 10.00 -0.11 0.11 6.30 0.01 723 Vu<PhVd2 Not Reqd 72 0.0 0.0 *1.20D*1•SOL40.508+1.60H 1 4.16 10.00 -0.13 0.13 629 0.02 723 Vu<PhVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.18 10.00 -0.14 0.14 629 0.02 723 Vu<PhiV*2 Not Reqd 72 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.20 10.00 -0.15 0.15 629 0.02 723 Vu<RIM& Not Reqd 72 0.0 OA +120D+1.6OL40.508+1.60H 1 4.21 10.00 -0.17 0.17 629 0.02 724 Vu<PhiVd2 Not Reqd 72 0.0 0.0 +120D+1.6OL40.508+1.60H 1 423 10.00 -0.16 0.18 628 0.02 724 Vu<PhiVc2 Not Reqd 7.2 0.0 0.0 +12OD44 6OL40.50844.60H 1 4.25 10.00 -020 020 628 0.03 724 Vu<PhiVd2 NotReqd 72 0.0 0.0 +120D+1.6OL40.50844 60H 1 427 10.00 -021 021 628 0.03 724 Vu<PhVd2 NotReqd 72 0.0 0.0 +120D+1.60L40.508+1.60H 1 428 10.00 -022 022 627 0.03 724 Vu<F%Vd2 NotReqd 72 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.30 10.00 -024 024 627 0.03 725 Vu<PhVc2 Not Reqd 72 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.32 10.00 -025 025 626 0.03 725 Vu<PhIVO2 Not Reqd 72 OA 0.0 +120D+1.6OL40.5OS44 60H 1 4.34 10.00 -027 027 626 0.04 725 Vu<PhiVc2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.50841.60H 1 4.36 10.00 -028 028 625 0.04 725 Vu<PhiVc2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.37 10.00 -029 029 625 0.04 726 Vu<Philld2 Not Reqd 7.3 OA 0.0 +120D+1.60L40.50844.60H 1 4.39 10.00 -0.31 0.31 624 0.04 726 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.41 10.00 -0.32 0.32 624 0.04 726 Vu<PhW2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.43 10.00 -0.34 0.34 623 0.04 726 Vu<PhVd2 NotRegd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.44 10.00 -0.35 0.35 623 0.05 726 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.46 10.00 -0.36 0.36 622 0.05 727 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.48 10.00 -0.38 0.38 621 0.05 727 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.50 10.00 -0.39 0.39 621 0.05 727 Vu<PhVd2 Not Reqd 7.3 OA 0.0 +120D+1.60L40.508+1.60H 1 4.52 10.00 -0.41 0.41 620 0.05 727 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.53 10.00 -0.42 0.42 6.19 0.06 728 Vu<PhVc2 NotRegd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.55 10.00 -0.43 0.43 6.18 0.06 728 Vu<PhiVd2 Not Reqd 7.3 OA 0.0 +120D+1.6OL40.508+1.60H 1 4.57 10.00 -0 45 0.45 6.18 0.06 728 Vu<PhiYc2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.59 10.00 -046 0.46 6.17 0.06 728 Vu<PhiYd2 Not Reqd 7.3 0.0 0.0 +1.20D+1.6OL40.508+1.6OH 1 4.60 10.00 -048 0.48 6.16 0.06 728 Vu<Phyd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.62 10.00 -049 0.49 6.15 0.07 729 Vu<PhiVa2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.64 10.00 -0.50 0.50 6.14 0.07 729 Vu<PhIM2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.66 10.00 -0.52 0.52 6.13 0.07 729 Vu<PhiVd2 NotReqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.68 10.00 -0.53 0.53 6.12 0.07 729 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.69 10.00 -0.55 0.55 6.11 0.07 7.30 Vu<PhUd2 NotReqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.71 10.00 -0.56 0.56 6.10 0.08 7.30 Vu<PhVd2 Not Real 7.3 0.0 0.0 +12OD+1.6OL40.50S+1.60H 1 4.73 10.00 -0.57 0.57 6.09 0.08 7.30 Vu<PhVc2 NotReqd 7.3 0.0 OA +12OD+1.6OL40.50S44.60H 1 4.75 10.00 -0.59 0.59 6.08 0.08 7.30 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 4.76 10.00 -0.60 0.60 6.07 0.08 7.31 Vu<PhVd2 NotReqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.78 10.00 -0.62 0.62 6.06 0.08 7.31 Vu<PhVct1 Not Reqd 7.3 0.0 0.0 +120D+1.6OL40.508+1.60H 1 4.80 10.00 -0.63 0.63 6.05 0.09 7.31 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L4O.508+1.60H 1 4.82 10.00 -0.64 0.64 6.04 0.09 7.31 Vu<PhVc2 NotReqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.84 10.00 -0.66 0.66 6.03 0.09 7.32 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.855 10.00 -0.67 0.67 6.02 0.09 7.32 Vu<PhVd2 Not Reqd 7.3 0.0 0.0 +120D+1.80L40.508+1.80H 1 4.87 10.00 -0.69 0.69 6A1 0.10 7.32 Vu<PhiVd2 Not Reqd 7.3 OA 0.0 +120D+1.60L40.508+1.60H 1 4.89 10.00 -0.70 0.70 P89VA of 440.10 7.32 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 Concrete Beam "01 � BOCALC,INC.1902014,&dd6.14.1�,VeH14.1.26 Desaiplim: TB-1 Detailed Shear Information Span DIBIance V Vu (k) tui d'VulMu PhrVc Comment PhrVs PhrVn Spacing(m) Load Combination Number (ft) (b) Acyl Design (kat) (k) (k) (k) Reld Suggest * 1 4.91 10.00 -0.71 0.71 5.98 0.10 7.33 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L-#0.508+1.60H 1 4.92 10.00 -0.73 0.73 5.97 0.10 7.33 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.508+1.60H 1 4.94 10.00 -0.74 0.74 5.95 0.10 7.33 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +1200+1. 40.50$+1.60H 1 4.96 10.00 -0.76 0.76 5.94 0.11 7.33 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.60L40.50S+1.60H 1 4.96 10.00 -0.77 0.77 5.93 0.11 7.34 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +120D+1.601-40.508+1.60H 1 5.00 10.00 -0.78 0.78 521 0.11 7.34 Vu<PhiVd2 Not Reqd 7.3 0.0 00 +120D+1.60L40.50S+1.60H 1 5.01 10.00 -0.80 0.80 5.90 0.11 7.34 Vu<PMUd2 Not Reqd 7.3 00 00 +1201)+1.6OL40.5CS+1.60H 1 5.03 10.00 -0.81 0.81 5.89 0.12 7.34 Vu<PhiVd2 Not Reqd 7.3 00 0.0 +120D+1.60L40.508+1.60H 1 5.05 10.00 -0.83 0.83 527 0.12 7.35 Vu<PhiV02 NotReqd 7.3 0.0 0.0 +120D+1.6OL40.508+1.60H 1 5.07 10.00 -0.84 0.84 5.86 0.12 7.35 Vu<PhiVd2 Not Reqd 7.3 0.0 0.0 +1201)+1.601.40.508*1.60H 1 5.08 10.00 -0.85 0.85 5.84 0.12 7.35 Vu<Phltd2 Not Reqd 7.4 0.0 0.0 *1.200+1.60L40.50S+1.60H 1 5.10 10.00 -0.87 0.87 5.83 0.12 7.35 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1•SOt,40•508+1•WH 1 5.12 10.00 -0.88 0.88 5.81 0.13 7.36 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 5.14 10.00 -0.90 0.90 5.79 0.13 7.36 Vu<Phi /2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.16 10.00 -0.91 0.91 5.78 0.13 7.36 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 *1200+1.60L40.508+i1.60H 1 5.17 10.00 -0.92 0.92 5.76 0.13 7.37 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.19 10.00 -0.94 0.94 5.75 0.14 7.37 Vu<PhJVd2 Not Reqd 7.4 0.0 0.0 +1201)+1.60L40.50S•k1.60H 1 521 10.00 -0.95 0.95 5.73 0.14 7.37 Vu<PhNd2 Not Reqd 7.4 0.0 0.0 +1201)+1.60L40.508+1.60H 1 523 10.00 -0.97 0.97 5.71 0.14 7.37 Vu<PhI/d2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 524 10.00 -0.98 0.98 5.69 0.14 7.38 Vu<PhWcr2 NotReqd 7.4 0.0 0.0 *1200*1.60!•40.508*16AH 1 526 10.00 -0.99 0.99 5.68 0.15 7.38 Vu<PhfVd2 Not Reqd 7.4 0.0 0.0 +120D-#4 60L40.50S+1.80H 1 528 10.00 -101 1.01 5.66 0.15 7.38 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +1201MAL40.508+1.601-1 1 5.30 10.00 4.02 1.02 5.64 0.15 7.39 Vu<PhiVd2 Nd Regd 7.4 0.0 0.0 +120D+1.60L40.50S41.60H 1 5.32 10.00 4.04 1.04 5.62 0.15 7.39 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.33 10.00 4.05 1.05 5.60 0.16 7.39 Vu<PhiVd2 Not Reqd 7.4 0.0 00 +120D+1.60L40.5OS+1.60H 1 5.35 10.00 4.06 1.06 5.58 0.16 7.39 Vu<Phfvd2 Not Reqd 7.4 0.0 0.0 +12013+1.SOL40.508+1.60H 1 5.37 10.00 -1.08 1.08 5.57 0.16 7.40 Vu<Phtl/d2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50$+1.60H 1 5.39 10.00 4.09 1.09 5.55 0.16 7.40 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.40 10.00 4.11 1.11 5.53 0.17 7.40 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.42 10.00 4.12 1.12 5.51 0.17 7.41 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +1.20D+1.60L40.508+1.60H 1 5.44 10.00 4.13 1.13 5.49 0.17 7.41 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L40.508+1.60H 1 5.46 10.00 4.15 1.15 5.47 0.18 741 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.48 10.00 4.16 1.16 5.45 0.18 7.42 Vu<PhiVd2 NotReqd 7.4 00 0.0 +120D+1.60L40.50S+1.60H 1 5.49 10.00 4.18 1.18 5.43 0.18 7.42 Vu<PhiVd2 NotReqd 7.4 0.0 0.0 +1200+1.60(.40.508+1.60H 1 5.51 10.00 4.19 1.19 5.40 0.18 7.42 Vu<PhiVd2 NotReqd 7.4 00 0.0 +120D-A 6OL40.5CS+1.60H 1 5.53 10.00 420 120 5.38 0.19 7.43 Vu<PhiVd2 Not Reqd 7.4 00 0.0 +120D+1.6.40.50844 60H 1 5.55 10.00 422 122 5.36 0.19 743 Vu<Phi /2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.56 10.00 423 123 5.34 0.19 743 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +12OD+1.6OL40.50844.60H 1 5.58 10.00 425 125 5.32 020 7.44 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.6OL-10.508+1.60H 1 5.60 10.00 426 126 5.30 020 744 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50344.60H 1 5.62 10.00 427 127 527 0.20 7.44 Vu<PtsYd2 NotRegd 7.4 0.0 0.0 +12OD44 6OL40.50S+1.60H 1 5.64 10.00 429 129. 525 020 7.45 Vu<PhiVd2 Not Reqd 7.4 0.0 0.0 +120D+1.60L40.50SA 60H 1 5.65 10.00 430 1.30 523 021 7.45 Vu<PhiVdY Not Reqd 7.5 0.0 0.0 +120D+1.6OL40.508+1.60H 1 5.67 10.00 4.32 1.32 520 021 746 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.508+1.60H 1 5.69 10.00 4.33 1.33 5.18 021 7.46 Vu<Ph�lhd2 Not Reqd 7.5 0.0 00 +120D+1.60L40.50S+1.60H 1 5.71 10.00 4.34 1.34 5.16 022 7.46 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.508+1.60H 1 5.72 10.00 4.36 1.36 5.13 022 7.47 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.74 10.00 4.37 1.37 5.11 022 7.47 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D4.1.60L40.508+1.60H 1 5.76 10.00 4.39 1.39 5.08 0.23 7.47 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.508+1.60H 1 5.78 10.00 4.40 1.40 5.06 023 7.48 Vu<PhiVd2 Not Reqd 7.5 00 00 +120D+1.60L40.50S+1.60H 1 5.80 10.00 4.41 1.41 5.03 0.23 7.48 Vu<PhiVd2 Not Reqd 7.5 00 00 *120041.60L40.508+1.60H 1 521 10.00 4.43 143 5.01 024 7.49 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L40.50S+1.60H 1 5.83 10.00 444 144 4.98 024 7.49 Vu<Phi /2 Not Reqd 7.5 0.0 0.0 •+120D+1.601.40.50S+1.60H 1 5.85 10.00 4.46 146 PagQ{*Of 48024 7.49 Vu<PhNd2 Not Reqd 7.5 0.0 00 Concrete Beam FOB-PVdhaaME14061101 14061101 c" EVER C,8 .19632014,8u0d6.14.1iVerS 14.1 1 Description: TS-1 Detailed Shear Information Span Wanes 'd Vu (k) Mu d"Vt Mu Phr'Vc Comment PhMs PhrVn Spacing('h) Load C ffd)Mtion Number (ft) (m) Aobral Design (k4t) (k) (k) (k) Redd Suggest + 1 5.87 10.00 4.47 1.47 4.93 025 7.50 Vu<PhV12 Not Reqd 7.5 0.0 0.0 +120D+1.60L+0.505+1.60H 1 5.88 10.00 4.48 1.48 4.90 0.25 7.50 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L+0.508+4.60H 1 5.90 10.00 4.50 1.50 4.88 0.26 7.51 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L+0.508+4.60H 1 5.92 10.00 4.51 1.51 4.85 0.26 7.51 Vu<PtUV 2 Not Reqd 7.5 0.0 0.0 +124D+1.6OL40.50S+1.60H 1 5.94 10.00 4.53 1.53 4.82 026 7.52 Vu<PhiVd2 Not Reqd 7.5 OA 0.0 +120D+1.6OL+0.508+9.60H 1 5.96 10.00 4.54 1.54 4.80 027 7.52 Vu<HMO Not Reqd 7.5 0.0 0.0 +120D+1.6OL40.508+1.60H 1 5.97 10.00 4.55 1.55 4.77 027 7.53 Vu<PhiVd2 Not Reqd 7.5 0.0 OA +120D+1.6OL+0.50S+4.60H 1 5.99 10.00 4.57 1.57 4.74 0.28 7.53 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +12OD+1.60L+0.508+4.60H 1 6.01 10.00 4.58 1.58 4.71 028 7.54 Vu<PhiVd2 Not Reqd 7.5 0.0 0.0 +12OD+1.6OL+0.50S+1.60H 1 6.03 10.00 4.60 1.60 4.69 0.28 7.54 Vu<PhVc2 Not Reqd 7.5 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 6.04 10.00 4.61 1.61 4.66 029 7.55 Vu<Ph[Vd2 Not Reqd 7.5 0.0 0.0 +120D+1.60L+0.508+1.6OH 1 6.06 10.00 4.63 1.63 4.63 029 7.55 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL+0.50S+4.60H 1 6,08 10.00 4.64 1.64 4.60 0.30 7.56 Vu<PhVd2 Not Reqd 7.6 0.0 0.0 +120D+1.60L+0.508+1.60H 1 6.10 10.00 4.65 1.65 4.57 0.30 7.56 Vu<PhVd2 Not Reqd 7.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.12 10.00 4.67 1.67 4.54 0.31 7.57 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL+0.508+4.60H 1 6.13 10.00 4.68 1.68 4.51 0.31 7.57 Vu<Phi/2 Not Reqd 7.6 OA 0.0 +120D+1.6OL+0.508+1.60H 1 6.15 10.00 4.70 1.70 4.48 0.32 7.58 Vu<PhVd2 NotReqd 7.6 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 6.17 10.00 4.71 1.71 4.45 0.32 7.58 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 6.19 10.00 4.72 1.72 4.42 0.32 7.59 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL+0.50S+4.60H 1 6.20 10.00 4.74 1.74 4.39 0.33 7.59 Vu<PMUd2 NotReqd 7.6 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 622 10.00 4.75 1.75 4.36 0.33 7.60 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL+0.505+1.60H 1 624 10.00 4.77 1.77 4.33 0.34 7.61 Vu<PhiVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL40.508+1.60H 1 626 10.00 4.78 1.78 4.30 0.35 7.61 Vu<PhiVd2 Not Reqd 7.6 0.6 0.0 +120D+1.60L+0.508+4.60H 1 628 10.00 4.79 1.79 426 0.35 7.62 Vu<PhVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL+0.508+1.SOH 1 629 10.00 -1.81 1.81 423 0.36 7.62 Vu<PhVd2 Not Reqd 7.6 0.0 0.0 +120D+1.6OL40.508+1.6OH 1 6.31 10.00 4.82 1.82 420 0.36 7.63 Vu<RIM Not Reqd 7.6 OA 0.0 +120D+1.60L+0.508+4.60H 1 6,33 10.00 4.84 1.84 4.17 0.37 7.64 Vu<PhiVd2 NotRegd 7.6 0.0 0.0 +120D+1.60L+0.503+1.50H 1 6.35 10.00 4.85 1.85 4.13 0.37 7.64 Vu<PhiVd2 NotReqd 7.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.36 10.00 4.86 1.86 4.10 0.38 7.65 Vu<Ph1Vd2 Not Reqd 7.7 0.0 OA +120D+1.60L+0.50S+1.60H 1 6.38 10.00 4 A 1.88 4.07 0.38 7.66 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +120D+1.60L+0.508+1.60H 1 6.40 10.00 4.88 1.89 4.03 0.39 7.66 Vu<PhiVd2 NotReqd 7.7 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 6.42 10.00 4.91 1.91 4.00 0.40 7.67 Vu<PhVc2 Not Reqd 7.7 0.0 0.0 +120D+1,60L-#O=+1.60H 1 6.44 10.00 4.92 1.92 3.97 0.40 7.68 Vu<Ph1Vc2 NotReqd 7.7 0.0 0.0 +12OD44 6OL+0.508+1.60H 1 6.45 10.00 4.93 1.93 3.93 0.41 7.69 Vu<PhW2 NotReqd 7.7 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 6.47 10.00 425 1.95 3.90 0.42 7.69 Vu<PhVd2 Not Reqd 7.7 0.0 OA +120D+1.6OL+0.508+1.60H 1 6.49 10.00 4.96 1.96 3.86 0.42 7.70 Vu<PhV612 Not Reqd 7.7 0.0 0.0 +120D+1.60L+0.505+1.60H 1 6.51 10.00 4.98 1.98 3.83 0.43 7.71 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +120D+1.6OL+0.508+4.60H 1 6.52 10.00 4.99 1.99 3.79 0.44 7.72 Vu<PhiVd2 Not Reqd 7.7 0.0 0.0 +120D+1.6OL+0.503+1.60H 1 6.54 10.00 2.00 2.00 3.76 0.44 7.73 Vu<PhiVc2 Not Reqd 7.7 0.0 0.0 +120D+1.6OL+0.50S+1.6OH 1 6.56 10.00 2.02 2.02 3.72 0.45 7.74 Vu<Ph1Vd2 Not Reqd 7.7 0.0 0.0 +120D+1.60L+0.503+1.60H 1 6,58 10.00 2.03 2.03 3.69 0.46 7.74 Vu<PhVd2 NotRegd 7.7 0.0 0.0 +120D+1.60L+0.508+1.60H 1 6.60 10.00 2.05 2.05 3.65 0.47 7.75 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +120D+1.6OL+0.505+1.60H 1 6.61 10.00 2.06 2.06 3.61 0.47 7.76 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +120D+1.60L+O.50S+1.60H 1 6.63 10.00 2.07 2.07 3.58 0.48 7.77 Vu<PM•VdY Not Reqd 7.8 0.0 0.0 +12OD+1.6000.50S+1.60H 1 6.65 10.E 20 2.09 3.54 0.49 7.78 Vu<PhiVd2 NotReqd 7.8 OA 0.0 +120D+1.6OL+0.508+1.6OH 1 6.67 10.00 2.10 2.10 3.50 0.50 7.79 Vu<Ph V=12 Not Reqd 7.8 0.0 0.0 +120D+1.60L+0.508+4.60H 1 6.68 10.00 2.12 2.12 3.46 0.51 7.80 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +120D+1.60L40.505+1.60H 1 6.70 10.00 2.13 2.13 343 0.52 7.81 Vu<PhiVd2 Not Reqd 7.8 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 6.72 10.00 2.14 2.14 3.39 0.53 7.82 Vu<Ph1Vd2 Not Reqd 7.8 0.0 0.0 +120D+1.6OL-#O.5W+1.60H 1 6.74 10.00 2.16 2.16 3.35 0.54 7.83 Vu<PhVi d2 Not Reqd 7.8 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 6.76 10.00 2.17 2.17 3.31 0.55 7.85 Vu<Pht Vd2 Not Reqd 7.8 0.0 OA +120D+1.6OL40.50S+1.60H 1 6.77 10.00 2.19 2.19 327 0.56 7.86 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 6.79 10.00 220 220 323 0.57 7.87 Vu<PMVd2 Not Reqd 7.9 0.0 0.0 +120D+1.60L+0.5OS44.60H 1 6.81 10.00 221 221 P89SM of 480.58 7.88 Vu<Ph1Vd2 NotReqd 7.9 0.0 0.0 Concrete Beam „�+ 1408i2rkv r6.i .1. E�IERCAtC,11c.19832ni4,Bu&t6.14.1.26,1�:6.14.t.Zv KW-06009175 Licensee: MUEngincers,Inc._ Descriplon: TB-1 Detailed Shear Information $pan Dishince V Vu (k) Nlu d"Vuft PhrVc Comment PhrVs Phr Vn Spacing(m) Lad Combination Number (ft) (m) Acdml Design (k4t) (k) (k) (k) Rood Suggest + 1 6.83 10.00 223 223 3.16 0.59 7.89 Vu<%Vc/2 Not Reqd 7.9 0.0 0.0 +120D+1.6OL40.508+1.60H 1 6.84 10.00 224 224 3.12 0.60 7.91 Vu<Phyd2 Not Reqd 7.9 0.0 0.0 +12OD44 6OL+0.508+1.60H 1 6.86 10.00 226 226 3.08 0.61 7.92 Vu<PhiVd2 Not Read 7.9 0.0 0.0 +12013+1.6OL40.508+1.60H 1 6.88 10.00 227 227 3.04 0.62 7.93 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 +120D+1.60L+0.508+1.60H 1 6.90 10.00 228 228 3.00 0.64 7.95 Vu<PhiVd2 Not Reqd 7.9 0.0 0.0 +12OD+1.00L0.508+1.60H 1 6.92 10.00 2.00 2.30 2.95 0.65 7.96 Vu<PhiVd2 Not Reqd 8.0 0.0 OA *120D+1.60L40.508+1.60H 1 6.93 10.00 2.31 2.31 2.91 0.66 7.98 Vu<PhiVd2 NotReqd 8.0 OA 0.0 +120D+1.601-40.508A.601-1 1 6.95 10.00 2.33 2.33 2.87 0.67 7.99 Vu<PhiVd2 Not Reqd 8.0 0.0 0.0 +120D+1.60L•+0.508+1.60H 1 6.97 10.00 2.34 2.34 2.83 0.69 8.01 Vu<PhiVdt Not Reqd 8.0 0.0 0.0 +120D+1.60L•+0.508+1.60H 1 6,99 10.00 2.35 2.35 2.79 0.70 8.03 Vu<PhiVd2 Not Reqd 8.0 0.0 0.0 +120D+1.6OU0.508+1.60H 1 7.00 10.00 2.37 2.37 2.75 0.72 8.04 Vu<PhiVd2 Not Reqd 8.0 0.0 0.0 +120D+1.6OL40.508+1.60H 1 7.02 10.00 2.38 2.38 2.71 0.73 8.00 Vu<PhiVd2 Not Regd 8.1 0.0 0.0 +120D+1.601.+0.50SA.601-1 1 7.04 10.00 2.40 2.40 2.66 0.75 8.08 Vu<PhtVd2 Not Reqd 8.1 0.0 0.0 +120D+1.6OL40.508A 60H 1 7.06 10.00 2.41 2.41 2.62 0.77 6.10 Vu<Phi /2 Not Reqd 8.1 0.0 0.0 +120D+1.60L•+0.508+1.60H 1 7.08 10.00 2.42 2.42 2.58 0.78 8.12 Vu<PhiVd2 NotReqd 8.1 0.0 0.0 +120D+1.60L-+0.50S+1.60H 1 7.00 10.00 2.44 244 2.53 0.80 8.14 Vu<PhiVd2 NotRegd 8.1 0.0 0.0 +120D+1.60L-+0.508+1.60H 1 7.11 10.00 2.45 2.45 2.49 0.82 8.16 Vu<Phbd1 Not Reqd 8.2 0.0 0.0 +12OD+1.00L40.50$41.60H 1 7.13 10.00 2.47 2.47 2.45 0.84 8.19 Vu<PhiVd2 NotReqd 82 0.0 0.0 +120D+1.60L•+0.503+1.60H 1 7.15 10.00 2.48 2.48 2.40 0.86 821 Vu<PhiVd2 Not Reqd 82 0.0 0.0 +120D+1.60L40.508+1.60H 1 7.16 10.00 2.49 2.49 2.36 0.88 823 Vu<PhiVd2 Not Reqd 82 0.0 0.0 +120D+1.60L40.508+1.60H 1 7.18 10.00 2.51 2.51 2.31 0.90 826 Vu<PhiVd2 Not Reqd 8.3 0.0 0.0 +120D+1.60La0.50$+1.60H 1 720 10.00 -2.52 2.52 227 0.93 829 Vu<PhiVd2 Not Reqd 8.3 0.0 0.0 +120D+1.60La0.50S+1.60H 1 722 10.00 2.54 2.54 222 0.95 8.31 Vu<PhiyaR Not Reqd 8.3 OA 0.0 +12OD+1.60L-#0.508+1.60H 1 724 10.00 2.55 2.55 2.18 0.97 8.34 Vu<PhfVdl Not Reqd 8.3 0.0 0.0 +120D+1.6OL•+0.508+1.60H 1 725 10.00 2.56 2.56 2.13 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 +120D+1.6OL40.508+1.60H 1 727 10.00 2.58 2.58 2.09 1.00 8.37 Vu<Phyd2 NotReqd 8.4 0.0 OA +120D+1.6OL40.50S+1.60H 1 7.29 10.00 2.59 2.59 2.04 1.00 8.37 Vu<PhNd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.50S+1.60H 1 7.31 10.00 2.61 2.61 2.00 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD44 6OL40.508+1.60H 1 7.32 10.00 2.62 2.62 1.95 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL•10.506+1.60H 1 7,34 10.00 2.63 2.63 1.90 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 •+120D+1.60L-#0.50S+1.60H 1 7.36 10.00 2.65 2.65 1.86 1.00 6.37 Vu<PhtVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.508+1.60H 1 7.38 10.00 2.66 2.66 1.81 1.00 6.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 7.40 10.00 2.68 2.68 1.76 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +1201)+1.6OL40.508+1.60H 1 7.41 10.00 2.69 2.69 1.71 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +1.2OD-A 6OL40.508+1.60H 1 7.43 10.00 2.70 2.70 1.67 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 OA OA +12OD+1.6OL40.50S+1.60H 1 7.45 10.00 2.72 2.72 1.62 1.00 .8.37 Vu<PhIVd2 Not Reqd 8.4 0.0 0.0 +12OD44.60L•+0.50S+1.60H 1 7.47 10.00 2.73 2.73 1.57 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 +1 201344.60L40.50844.601-1 1 7.48 10.00 2.75 2.75 1.52 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60La0.50S+1.60H 1 7.50 10.00 2.76 2.76 1.47 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L-4 508+1.60H 1 7.52 10.00 2.77 2.77 1.42 1.00 8.37 Vu<PhIV612 Not Reqd 8.4 OA 0.0 +12OD+1.00L-+O.503+1.60H 1 7.54 10.00 2.79 2.79 1.37 1.00 8.37 Vu<Ph►Ud2 NotRegd 8.4 0.0 0.0 +120D•M.6OL40.50$+1.60H 1 7.56 10.00 2.00 2.80 1.32 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 7.57 10.00 2.82 2.82 127 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD+1.601-40.508+1.601-1 1 7.59 10.00 -2.83 2.83 122 1.00 8.37 Vu<Ph1Vd2 Not Reqd 8.4 0.0 0.0 +12OD+1.6OL+0.50S+1.60H 1 7.61 10.00 2.84 2.84 1.17 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 +120D+1.601.+0.50S44.601-1 1 7.63 10.00 2.86 2.86 1.12 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 44 2OD•+•1.6OL•+0.508+1.60H 1 7.64 10.00 2.87 2.87 1.07 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD+1.601-+0.508+1.60H 1 7.66 10.00 2.89 2.89 1.02 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD+9.6OL40.50S+1.6OH 1 7.68 10.00 220 2.90 027 1.00 8.37 Vu<PhiVd2 Not Read 8.4 0.0 0.0 +12OD+1.6OL40.50S+1.60H 1 7.70 10.00 2.91 2.91 0.92 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 7.72 10.00 2.93 2.93 0.86 1.00 $37 Vu<Pt"W2 Not Reqd 8.4 0.0 0.0 +12OD+1.6OL•O,508+1.60H 1 7,73 10.00 2.94 2.94 0.81 1.00 8.37 Vu<PhUd2 Not Reqd 8.4 0.0 0.0 +12OD+1.6OL40.508+1.60H 1 7,75 10.00 2.00 2.96 0.76 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 OA 0.0 4420D+1.6OL40.508*1.60H 1 7.77 10.00 2.97 2.97 Pell of 481.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 OA Concrete Beam FRO PVdvW E14061101 14061101•em GOB DEMAC,INC.1983=4,BiGMJ4.125,Ve:6.14.1. 1 1• Dessiption: TB-1 Detailed Shear Information Span Didance V Vu (k) iKu d•VuiAAu PhrvC Comment PhrVs PhrVn Spacing(m) Load CombhWon Number (ft) (m) Actual Design (k-ft) (k) (k) (k) Reld Suggest +• 1 7.79 10.00 2.98 2.98 0.65 1.00 8.37 Vu<PhIVd2 Not Reqd 8.4 OA 0.0 +12OD+1.6OL+0.508+1.60H 1 7.80 10.00 3.00 3.00 0.60 1.00 8.37 Vu<MW Not Reqd 8.4 0.0 OA +120D+1.6OL+0.50S+1.60H 1 7.82 10.00 3.01 3.01 0.55 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.6OL+0.59S+1.60H 1 7.84 10.00 3.03 3.03 0.49 1.00 8.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.86 10.00 3.04 3.04 0.44 1.00 8.37 Vu<PhWi Not Reqd 8.4 0.0 0.0 +120D+1.60L+O.508.0.60H 1 7.88 10.00 3.05 3.05 0.39 1.00 6.37 Vu<PhiVd2 Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 7.89 10.00 3.07 3.07 0.33 1.00 8.37 Vu<PbiVd2 NotReqd 8.4 OA . OA +120D+1.6OL40.508+1.60H 1 7.91 10.00 3.08 3.08 028 1.00 8.37 Vu<PhiM Not Reqd 8.4 0.0 0.0 +120D+1.6OL40.508+1.6OH 1 7.93 10.00 3.10 3.10 • 022 1.00 8.37 Vu<MW Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.508+1.60H 1 7.95 10.00 3.11 3.11 0.17 1.00 8.37 Vu<NNW Not Reqd 8.4 0.0 0.0 +120D+1.6OL40.50S+1.60H 1 7.96 10.00 3.12 3.12 0.11 1.00 8.37 Vu<PhMW Not Reqd 8.4 0.0 0.0 +120D+1.60L+0.508+4.60H V 7.98 10.00 3.14 3.14 0.06 1.00 8.37 Vu<PhiVd2 NotReqd 8.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.00 10.00 3.15 3.15 0.00 1.00 8.37 Vu<PhIVd2 Not Reqd 8.4 0.0 0.0 Page 22 of 48 N188on Stender Wall =p 140611 14061101-0stMcecs 1948CAI.C,INC.1M2Dl4,&ft6.14.128,1a.14.1Z Description: 8"CNJ Wall Code References Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Calculations per ACI 53048,IBC 2009,CBC 2010,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Udf across tiuidcness = deg F Fy-Yield = 60.0 ksi Actual Thickness in Min Allow Out-of-plane Dell Ratio= 150.0 Fr-Rupture = 61.0 psi Reber"d"distance 3.750 in Minimum Verticc Steel% = 0.0020 Farr=fm* = 900.0 Lower Level Reber... Max%of p bat. = 0.006794 Bat'Size # 5 Grout Density = 140 pef Bat'Spacing 32.0 in Bloc Weight Normal Weight Well Weight = psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 10.0 ft �� r B Parapet height = ft B Wall Support Conation Top&Bottom Pinned K Vertical Loads Vertical Uniform Loads... (Applied per loot of Strip Wkkh). pL Dead Lr:Roof Live Lf:Floor Lure 8:Smw W;jam Ledger Load Eccenlriaty 6.750 in 0.240 0.240 kfft Concerutric Loa ' k!ft Lateral Loads Fdl area VMD load 90.0 psf WN Wel9M Sem Load Input Method: Direct entry of Lateral Wall Weight Fp = pef Seismic Wall Lalerel Load pBf Page 23 of 48 Mason Slender Waif �="�''�t' t'�110t We Masonry BALq INC.1393.2014,B�1M4.1.26,Vet:6.14.1M KV,1-06009175 Description: 8°CMU Wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 In Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capaclryt Check Maximum lending Stress Ratio = 0.6046 +1.20D+0.50Lr+0.50L+W+1.60H Max Mu 1.264 kit FW*Mn 2.091 k-ft PASS Service Deflection Check Men.Deft.Ratio 287.602 Max Allow Ratio 150.0 W only Mack.Deflection 0.4172 in Max.Allow.Deft. 0.80 in PASS Axial Load Check Max Pu/Ag 12.857 psi 02*fm 300.0 psi +1.20D+0.50Lr+0.50L+W+1.60H Lin 5.167 ft PASS Rcrbrcng Limit Check Controlling Aslbd 0.00250 AsbdOW794 rho be 0.006794 PASS Minimum Moment Check Mawking 0.4565 kit Minimum Phi Mn 2.480 k-ft +1.4013+1.60H Maximum Reactions... for load Comfbeaon... Top Horizontal Wordy 0.450 k Base Horizontal W Only 0.450 k Vertical Reaction +D+L4H 1.060 k Design Maximum Combinations-Moments Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mc r Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-ft in 2 +1.40D+1.60H at 9.67 to 10.00 0.000 17.640 0.46 0.19 0.90 1.91 0.116 0.0025 0.0068 +12OD40.50I.M.601.+4.60{at 9.67 to 10.0 0.000 17.640 0.46 0.38 0.90 1.91 0.116 0.0025 0.0068 +120D+1.6OL40.50S+1.68H at 9.67 to 10.00 0.000 17.640 0.46 0.38 020 121 0.116 0.0025 0.0068 +120 4.1.60Lr+0.501+1.601 at 9.67 to 10.0 0.000 17.640 0.46 023 0.90 1.91 0.116 0.0023 0.0068 +12OD+1.6OLr4O.5OW+1.6OH at 5.33 to 5.67 0.613 17.640 0.46 0.65 0.90 2.06 0.116 0.0025 0.0068 +1201)40.5OL+1.6OS+1.6Oi at 9.67 to 10.00 0.000 17.640 0.46 023 0.90 121 0.116 0.0025 0.0066 +12OD+1.6OS4O.5OW+1.6OH at 5.33 to 5.67 0.613 17.640 0.46 0.65 0.90 2.06 0.116 0.0025 0.0088 +12OD*0.5OLr4O.5OL+W+1.60H at 5.00 to 5. 0.756 17.640 0.46 127 0.90 2.10 0.116 0.0025 0.0068 +12OD40.5OL40.5084W+1.60H at 5.00 to 5.3 0.756 17.640 0.46 127 0.90 2.10 0.116 0.0025 0.0068 +12OD4O.5OL402OS4E+1.6OH at 9.67 to 10. 0.000 17.640 0.46 023 0.90 1.91 0.116 0.0025 0.0068 40.9004W40.901-1 at 5.00 to 5.33 0.477 17.640 0.46 120 0.90 2.03 0.116 0.0025 0.0068 40.90NE40.901-1 at 9.67 to 10.00 0.000 17.640 0.46 0.12 0.90 1.91 0.116 0.0025 0.0068 Design Maximum Combinations=Deflections Axial Load Moment values StilYness Deflections Load Combination Pu Mcx Mactual I gross I cracked I effective Deflection Deft.Ratio k k-ft k-ft in'A inM W4 in D Only at 5.67 to 6.00 0.491 0.46 0.08 342.40 25.91 342.400 0.003 37,062.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 L Only at 5.67 to 6.00 0240 0.46 0.08 342.40 2522 342.400 0.003 37,091.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 5.00 to 5.33 0.000 0.46 1.12 342.40 24.55 24.958 OA17 287.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wail Base 404H OA k 0.01 k 0.820 k 4D4L4H 0.0 k 0.03 k 1.080 k 4D4(,r4H OA k 0.01 k 0.620 k 41)4641 0.0 k 0.01 k 0.820 k 4D40.75OLr40.75OL4H oA k 0.02 k 1.000 k 4D40.75OL40.75OS4H 0.0 k 0.02 k 1.000 k Page 24 of 48 Mason Slender Wall map. '''�" 18t Masonry EIJERCALC,9dC.1983�14,B�d614..14.126,Vec6.141.4& Desmiplon: 8°CMN.!Wall Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.60W+H 0.3 k 0.26 k 0.820 k +D+0.70E+H 0.0 k 0.01 k 0.820 k +D+0.750L+0.75OLr+O.4501N+H 02 k 0.18 k 1.000 k +D+0.750L+0.7503+0.450W+H 02 k 0.18 k 1.000 k +D+0.750L40.750 v4S25E+H 0.0 k 0.02 k 1.000 k +0.60D+0.6OW+0.60H 0.3 k 026 k 0.492 k +0.60D+0.70E+0.60H 0.0 k 0.01 k 0.492 k D Only 0.0 k 0.01 k 0.820 k Lr Only 0.0 k 0.00 k O.000 k L Ony 0.0 k 0.01 k 0240 k 8 Only 0.0 k 0.00 k 0.000 k W Only 0.5 k 0.45 k 0.000 k E Ordy 0.0 k 0.00 k 0.000 k H Only 0.0 k 0.00 k 0.000 k +D+H 0.0 k 0.01 k 0.820 k +D+L+H 0.0 k 0.03 k 1.060 k +D+Lr+H OD k 0.01 k 0.820 k +D+B+H 0.0 k 0.01 k 0.820 k +D+0.750Lr+0.750L4i 0.0 k 0.02 k 1.000 k +13+0.75OL+0.7508+H 0.0 k 0.02 k 1.00D k +D+0.6DIRi+H 0.3 k 026 k 0.820 k +D+0.70E+H 0.0 k 0.01 k OM k +D+0.75OL+O.750Lr+0.45MIWH 02 k 0.18 k 1.OW k +D+0.750L+0.75r&4.450tiV+H 02 k 0.18 k 1.000 k Page 25 of 48 concrete Column �=P1AIE14061101 1406110- .ea6 ,INC.19020%,Ud6.14.126,V"A4.116 Dasatption: C1 Code References Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Pc:Concrete 28 day strength = 4.0 ksl Overall Column Height = 10.0 ft E= = 3,122.0 ksi End Fixity Top&Bottom Pinned Density = 145.0 pot Brace condition for deflection(budding)along columns: R = 0.850 X X(width)axis: fy-Main Rebar = 60.0 ksi Unbraosd Length for X X Anis buckling=10 it K=1.0 E-Main Reber = 29,000.0 kal Y Y(depth)axis: Allow.Reinforcing Limits ASWA6rsBms IAW Unbrac ed Length for X-X Axis buckling=10 ft,K=1.0 Men.Reinf. = 1.0% Max.Reinf. = 8.0 Load Combination: ASCE 7-10 Column Cross Section Column Dimensions 8.01n high x 12.01n Wide,Column Edge to Rebar Y Edge Cover=2.01n %5 %5 Column Reinfominng:4-#5 bars @ ti's, %5 %5 Applied Loads Entered kms are factored per load combinations specified by user. Column self weight included:966.67 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 10.0 it above base,D=2.10,L=1.20 k BENDING LOADS... Lat.Uniform Load creating Mx x,W=0.50 kRt Lat Uniform Load aeating Mx x,W=0.50 kfft DESIGNSt1Ar)WRY Loa!Combination +0.90D+W+0.90H Maximum SERVICE Load Reactions.. Location of mexabove base 9.933 ft Top along Y Y 0.0 It Bottom along Y Y 0.0 k Maximum Stress Ratio 0.7":1 Top along X X 5.0 k Bottom along XX 5.0 k Ratio=(Pu"2+MuW.5 t(PhiPn"2+P iMnW.5 Pu= 2.760 k tp*Pn= 3.824 k Mu-x= 12.670 k4t Cp*Mn-x= -17.189k-ft Maximum SERVICE Load Deflections... NMr-y= 0.0 k4t tP*Mn-y= 0.0 Wt for Y-Y 0.1423 in at 5.034ft above base for loaf combination:W Only Mu Angle= 0.0 deg Abng X-X O.Oin at O.Oft above bass Mu at Angle= 12.670 kit tpMn at Angle= 17.040 k4t for load combination: Pn&kt vaksss located at Puft vectorInosectim wo capacity crave Column Capacities... General Section Information.(P = 0.650 =0.850 g = 0.80 Primas:Nominal Max Compressive Axial Capacity 396.584 k Reinforcing P e in ming Area 1.292 1.240 in"2 Ral1ar%Ok Pnmin:Nominal Min.Terson Axial Capacity -74.40 k tp Pn,max:Usable Compressive Axial Capacity 206.224 k Concrete Area 96.0 in�2 tp Pn,min:Usable Tension Axial Capacity -48.360 k Page 25 of 48 Concrete Column �=P�E'�' ,'�1°' " o c,N.1902DI4,�l S.M.,.as.VaMMI s ��• ., m f___. ,w Description• C1 Goveming Load Combination Results Dist tom Anal Load It F X"X t Y Y b� - Pn --S x gx Air S Y_Sy Mum a (da 8 - 4p Load Cin {� : . � Mn Rdo ----- - - +1.40D+1.60H M2,min 9.93 4.29 206.22 1.000 0.34 90.000 0.34 16.51 0.021 +1.40D+1.60H 1A2,min 9.93 4.29 198.06 1.000 0.30 0.000 0.30 13.86 0.022 +1.20D+a50Lr+1.60L+1.60H M2,min 9.93 5.60 206.22 1.000 0.45 90.000 0.45 16.51 0.027 +1.20D40.50Lr+1.60L+1.60H M2,min 9.93 5.60 198.06 1.000 0.39 0.000 0.39 13.86 0.028 +1.20D+1.60L+0.50S+1.60H M2,min 9.93 5.60 206.22 1.000 0.45 90.000 0.45 16.51 0.027 +1.20D+1.60L40.50S+1.60H M2,min 9.93 5.60 198.06 1.000 0.39 0.000 0.39 13.86 0.028 +1.2M+1.6OLr+0.50L+1.60H M2,min 9.93 4.28 2D6.22 1.000 0.34 90.000 0.34 16.51 0.021 +1.20D+1.60L.r40.50L+1.60H M2,ntin 9.93 4.28 198.06 1.000 0.30 0.000 0.30 13.86 0.022 +1.20D+1.60r40.50W+1.60H 9.93 3.68 10.51 1.018 6.36 0.000 6.36 18.19 0.350 +1.20D+0.50L+1.608+1.60H M2,min 9.93 4.28 206.22 1.000 0.34 90.000 0.34 16.51 0.021 +1.20D40.50l-+1.60S+1.60H Matin 9.93 4.28 198.06 1.000 0.30 0.000 0.30 13.86 0.022 +1.20D+1.60S40.5DW+1.60H 9.93 3.68 10.51 1.018 6.36 0.000 6.36 18.19 0.350 +1.20D+0.50Lr+050L+W+1.60H 9.93 4.28 5.53 1.021 12.77 0.000 12.77 17.33 0.736 +1.2OD40.50L.+0.50S+W+1.60H 9.93 4.28 5.53 1.021 12.77 0.000 12.77 17.33 0.736 +1.20D+0.50L+0.20S+E+1.60H M2,min 9.93 4.28 206.22 1.000 0.34 90.E 0.34 16.51 0.021 +1.20D+0.50L+0.20S+E+1.60H M2,min 9.93 4.28 198.06 1.000 0.30 0.000 0.30 13.86 0.022 +0.90D+W+0.90H 9.93 2.76 3.82 1.014 12.67 0.000 12.67 17.04 0.744 40.90D+E40.90H M2,min 9.93 2.76 206.22 1.000 0.22 90.000 0.22 16.51 0.013 +0.90D+E40.90H M2,min 9.93 2.76 198.00 1.000 0.19 0.000 0.19 13.86 0.014 Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. Readw abng X X Ards Readm abng Y Y Ares Axial Readm Load Combkmtbn @ Base @ Top @ Base @ Top @ Base 4D4H k k 3.067 k 4D+L+H k k 4.267 k 4D+Lr-4i k k 3.067 k 4D+g+H k k 3.067 k 4D40.750Lr40.750L+H k k 3.967 k 4D40.750L40.7508+H k k 3.967 k 4D40.60W+H 3.000 3.000 k k 3.067 k +D40.70E4H k k 3.067 k +D+0.7ML 40.7501-r+0450W+H 2.250 2.250 k k 3.967 k +D+0.750L40.750S40.450W-4i 2.250 2.250 k k 3.967 k +D40.750L.40.750840.545E4H k k 3.967 It +0.60D40.60W40.60H 3.000 3.000 k k 1.840 k 40.60D40.70E40.60H k k 1.840 It D Only k k 3.067 k Lr Only k k k L Only k k 1.200k so* k k k W Only 5.000 5.000 k k k E Only k k k H Only k k k 4D4 i k k 3.007 k 4D4L-4i k k 4.267 k 4D+Lr4H k k 3.067 k 4M-+H k k 3.007 k 41M.750Lr40.700L4H k k 3.007 k 4D40.750L40.750S+H k k &967k +D40.60W4i 3.000 3.000 k k 3.007 k 4D40.70E4H k k 3.007 k 4D40.750L40.750Lr40.4WW+H 2.250 2.250 k k 3.967 k +D40.750L40.750840.450W+H 2.50 2.250 k k 3.967 It Maximum Deflections for Load Combinations -Unfactored Loads Load CoffMM n Max.X X Deflec m DMom Max.Y Y Deflecbm Dbtm= D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Page 27 of 48 Concrete Column �=P. 1 61101 140831101-srren*.*S 9NERCALC.x:19632014,Bu0d8.14.128,Vff*.14.1.26 MV-06009175 Descdpffon: C1 Maximum Deflections for Load Combinations -Unfactored Loads Load Corr wfion Max.X X Dolkpd r Distance Max.Y Y Dd s than Maraca Lrony 0.0000 in 0.000 ft 0.000 in 0.000 ft LO* 0.0000 in 0.000 ft 0.000 in 0.000 ft 8 Orly 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.142 in 5.034 ft EO* 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches Interaction Diagrams Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi•Mn @ Alpha (k-ft) 250.0 Phi"Mn @ Alpha (k-8) 225.0: 225.0 200.0: 200.0 175.0_ 175.0- 150.0- 75.0-150.0 150.0 125.0. a 125.0- a 100.0 a 100.0- 75.0 00.075.0 75.0 50.0: 50.0 25.0 25.0 9.1 IUJ 132 22.9 ZIA 31.V ;WZ8 7 O tmac --IUC+M AIym SoWM(4m.OUJ p maemn..uroo.eoH ngn�omaea csaeosc� Page 28 of 48 Concrete Column �=P1At )E14061101 14061101 secs ENERCALC,NC.1983-2M4,M46.14.1.28,WMI14.1.26 1 11• Description: C1 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi•Mn @ Alpha (k-ft) 250.0 Phi•Mn a Alpha (k-ft) 225.0 225.0 200.0- 175.0 00.0 175.0 175.0 150.0 ' 150.0 125.0_ 125.0. a 100.0= a 100.0- a 75.0- 75.0 50.0 50.0- 25.0.- 25.0- 2.3 . .7 .8 Q I Comb.-AMDQMLMAM WKAVb QMP.WO.OA% O uoae�m.=.t�oteaasos.tew.a� moavReo.oas Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phi•Mn a Alpha (k-ft) 250A Phi•Mn @ Alpha (k-ft) 225.0_ 225.0 200.0- 200.0 175.0_ 175.0 150.0_ 150A S 125.0- ti 125.0 a 100.0_ 100.0 a 75.0 75.0- 6D.0 5.0-6D.0- 50.0- 25.0- 0.0-25.0- 25.0 .6 7 O iaaecaro-.+xa eou osa.t an apre.wouea taza.o.te Q uoaeo®a�wsowt Wawa tat.smt N�•D+a.(sts twt) Page 29 of 48 Concrete Column , ,�s„o,-en�cerJs e4EFrN C,W.IM2D14,BUM.14.12r%x:5.14.1.28 Dest POM: C1 Concrete Column P-M Interaction Diagram Concrete Column P-M Interaction Diagram 250.0 Phl Mn Alpha (k-ft) 250.0 PhiMn @ Alpha (k-ft) 225.0 225.0 200.0: 200A 175.0: 175.0 150.0 150.0 125.0 a 125.0 a 100.0a 100.0 a 75.0 75.0 50.0- 50.0 25.0 25.0 . A 7 O 0 LWCan —IMI M41AOst$ftAVr�Caft(MOX) Page 30 of 48 General Footing �=P:�,4as„ eA fM0,KG.19a3=4,&ACM14.1.2%VW&14.1Z w ,r. ... ,. .. Desc*on: CF201 Column Fooft Code References Calculations per ACI 318-08,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Beating = 2.0 ksf iy RobarYieW = 60.0 ksi Irxxease Beating By Footing Weight = No �.:Concrete Bastic Modulus = 3,122.0 kai Soil Passive Resistance(for Sliding) = 250.0 pcl Concrete Density = 145.0 pct SORCA aete Friction Coeff. = 0.30 T Values Flexure = 0.90 Shear = 0.750 In meases based on footingg Depth Analysis Settings Footing base depth below soil surf m = ft Min Sted%Beading Reinf. = Allowable press ue increase per foot of dept= ksf Min Allow%Temp Reinf. = 0.00180 when fooling base is below = It Min.OvetGiming Safety Faolor = 1.0:1 Min.Sliding Safety Factor = 1.0:1 Inateases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Alloway pressure increase per foot of dept= ksf Use lig wt for stability,moments&shears Yes when ma timum length or width is greater4 ft Add Pedestd Wtfor Soil Pressure No Use Pedestal wt for stability,mom&shear No Dimensions Width pard1911 tc X X Axis = 2.0 it Length PC"to Z-Z Ands = 1.0 it Z Footing Thick= = 12.0 in r 7 . Pedestal dm►erwions... X �4 pCi4i /� px:paraild to X X Axis = in ° "> h ` m z pz:pera8ei to Z-ZAxis _ in - � C._ Hol in �1 Reber tentetline to Edge of Concrete.. at Bottom of footing = 3.0 inX7, — fr Reinforcing w_ Bars pard to X X Axis }a Number ofBms — 2 T. Reirdorcdng Bar Size = # 4F f Vkk :. Z-ZBans Number of f Bars Axe _ 3 Rdnforcdng Bar Size _ # 57. Bandwidth Distribution Check (ACI 15.4.4.2) s '+ #" Dimon Requiting Closer Seperdiontg Z-Z Axis + �5 #Bars required within zone 66.7% #Bars requi W on each side of zone 33.3% Applied Loads D Lr L S W E H P:Column Loa = 2.10 1.20 k OB:Overburden = ksf M-xx = k-ft M-zz = k4t V-x = k Vz = k Page 31 of 48 General Footin File= . ,4as„m ,�6110,�nersC.ec6` g @ .C,@IC.1983W4,Build6.44.1.2&1/er:8.14.1.2& 1 Desmiption: CF20/Column Footing DESIGN SUA4i MY "® t k, Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.8975 Soil Bearing 1.795 kat 2.0 ksf +D+L+H about Z-Z axis PASS nia Overturning-X X 0.0 k-ft 0.0 k4t No Overturning PASS n/a Overturning-Z-Z 0.0 k4t 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 It 0.0 It No Sliding PASS n/a Sliding-Z Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07726 Z Flexure(+X) 1.197 k4t 15.494 k4t +12W+0.50Lr+1.60L+1.60H PASS 0.07726 Z Flexure(-X) 1.197 k4t 15.494 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.01674 X Flexure(+Z) 0.2993 k4t 17.879 k-ft +1.20D+0.50Lr+1.60 +1.60H PASS 0.01674 X Flexure(Z) 0.2993 k4t 17.879 k4t +1.20--450Lr+1.60L+1.60H PASS 0.062951 1-way Shear(+X) 5.172 psi 82158 psi +1.20D-450Lr+1.60L+1.60H PASS 0.07195 1-way Shear(-)) 5.911 psi 82158 psi +1.20D+0.50Lr+1.60L+1.60H PASS n/a 1-way Shear(+Z) 0.0 psi 82.158 psi Na PASS n/a 1-way Shear(Z) 0.0 psi 82158 psi n/a PASS 0.06520 2aaay Punching 10.714 psi 164.317 psi +1.20D+0.50Lr+1.60L+1.60H Detailed Results Soil Bearing Rotation Axis& Actual Soil Bearing Stress Actual/Allowable Load Combination... Gross Allowable Xec c Zecc +Z +Z -X -X Ratio Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing flexure Flexure Axis&Load Combination Mu Which Tension @ As Req'd Gvm.As Actual As Phi*Mn Status k4t Side? Bot or Top? hO2 in"2 W2 k-t X-X,+1.40D+1.6DH 0.2091 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.40D+1.60H 0.2091 Z Bottom 0.2592 Min Two% 0.4650 17.879 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 0.2993 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+0.50Lr+1.60L+1.60H 0.2993 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+1.60L40.50S+1.60H 0.2993 +Z Bottom 02592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.2993 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+1.60Lr+0.50L+1.60H 02168 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+1.60Lr+0.50L+1.60H 02168 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+1.60Lr+0.50W+1.60H 0.1793 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+1,6OLr+0,50W+1,60H 0.1793 Z Bottom 02592 Min Temp% 0.4650 17.879 OK X X,+1.20D40.50L+1.60S+1.60H 0.2168 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D40.50L+1.60S+1.60H 02168 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.1793 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D+1.60S+0.50W+1.60H 0.1793 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50Lr40.50L+W+1.60H 02168 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.2D40.50L.r+0.50L+W+1.60H 02168 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,+1.20D40.50L40.50S4W+1.60H 02168 +Z Bottom 02592 Min Temp% 0.4650 17.879 OK X X,+1.20D40.50L40.50S4W+1.60H 02168 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.2OD40.50L+0.20S+E+1.60H 02168 +Z Bottom 0.2592 Min Term% 0.4650 17.879 OK X X,+1.20D40.50L40.20S+E+1.60H 02168 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+0.90D+W40.90H 0.1344 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,40.90D4W40.90H 0.1344 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,40.90D+E+0.90H 0.1344 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X X,40.90D4E40.90H 0.1344 Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.40D+1.60H 0.8365 X Bottom 0.2592 Min Temp% 0.40 15.494 OK Page 32 of 48 . o General Footing Fb-P: )E140B1101 14O6)101.enero ." 9 WMAD,INC.1902014,8wlM4.126, .141.26 K�,11-06009175 Desmjplw; CF201 Colunm Footing Z Z,+1.40D+1.60H 0.8365 +X Bottom 02592 Min Temp% 0.40 15.494 OK Z-Z,+1.20D-+0.50Lr+1.60L+1.60H 1.197 X Bottom 02592 Min Temp% 0.40 15.494 OK Z Z,+1.20D-+0.50Lr+1.60L+1.60H 1.197 +X Bottom 02592 M'm Temp% 0.40 15.494 .OK Page 33 of 48 General FootingFde=PA 1E14061101 14061101-9acwtOC6 D EFVX,NC,1902014,&Md&14.1A WS.14.128 KkV-06009175Licensee� MUEngineers,Inc. Description: CF20 t Column Footing Footing Flexure Flexure Axis&Load Combination Mu Which Tension o As Reld Gvm.As Actual As Phi'Mn Status kit Side? Bot or Top? in"2 W2 hA2 k-ft Z Z,+1.20D+1.60L+0.50S+1.60H 1.197 X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+1.20D+1.60L+0.50S+1.60H 1.197 +X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+1.2DD+1.60Lr+0.50L+1.60H 0.8670 X Bottom 0.2592 Min Temp% 0.40 15.494 OK ZZ,+1.20D+1.60Lr+0.50L+1.6DH 0.8670 +X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+1.20D+1.60Lr+0.50W+1.60H 0.7170 X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+1,20D+1.60Lr+0.50W+1.60H 0.7170 +X Bottom 0.2592 Min Temp% 0.40 15.494 OK ZZ,+1.20D.+0.50L+1.60S+1.60H 0.8670 X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+1.20D+0.50L+1.60S+1.60H 0.8670 +X Bottom 02592 Min Temp% 0.40 15.494 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 0.7170 X Bottom 02592 Min Temp% 0.40 15.494 OK Z Z,+120D+1.60S+0.50W+1.60H 0.7170 +X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.8670 X Bottom 0.2592 Min Tari% 0.40 15.494 OK Z Z,+1.2DD+0.50Lr+0.50L+W+1.60H 0.8670 +X Bottom 02592 Min Temp% 0.40 15.494 OK Z Z,+1.2DD+0.50L+0.50S+W+1.60H 0.8670 X Bottom 02592 Min Temp% 0.40 15.494 OK Z-Z,+1.20D+0.50L+0.50S+W+1.6DH 0.8670 +X Bottom 02592 Min Temp% 0.40 15.494 OK Z Z,+1.20D+0.50L+0.20S+E+1.60H 0.8670 X Bottom 0.259'2 Min Temp% 0.40 15.494 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.8670 +X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+0.90D+W+0.90H 0.5378 X Bottom 02592 Min Temp% 0.40 15.494 OK Z Z,+0.90D+W+0.90H 0.5378 +X Bottom 0.2592 Min Temp% 0.40 15.494 OK Z Z,+0.90D+E+0.90H 0.5378 X Bottom 02592 Min Temp% 0.40 15.494 OK Z-Z.+0.90D+E+0.90H 0.5378 +X Bottom 02592 Min Temp% 0.40 15.494 OK One Way Shear Load Combination... Vu a-X Vu 0+X Vu 0-Z Vu a+Z Vu:Max Phi Vn Vu/Phi'Vn Status +1.40D+1.60H 4.131 psi 3.615 psi 0 psi 0 psi 4.131 psi 82158 psi 0.05028 OK +1.20D+0.50Lr+1.60L+1.60H 5.911 psi 5.172 psi 00 0 psi 5.911 psi 82.158 psi 0.07195 OK +1.20D+1.60L+0.50S+1.60H 5.911 psi 5.172 psi 0 psi 0 psi 5.911 psi 82.158 psi 0.07195 OK +1.20D+1.6OLr+0.50L+1.60H 4281 psi 3.746 psi 0 psi 0 psi 4.281 psi 82.158 psi 0.05211 OK +1.20D+1.60Lr+0.50W+1.60H 3.541 psi 3.098 psi 0 psi 0 psi 3.541 psi 82.158 psi 0.0431 OK +1.20D+0.50L+1.60S+1.60H 4281 psi 3.746 psi 0 psi 0 psi 4281 psi 82.158 psi 0.05211 OK +1.20D+1.60S+0.50W+1.60H 3.541 psi 3.098 psi 0 psi 0 psi 3.541 psi 82.158 psi 0.0431 OK +1.20D+0.50L.r+0.50L+W+1.60H 4281 psi 3.746 psi 0 psi 0 psi 4281 psi 82158 psi 0.05211 OK +1.20D+0.50L.+0.50S+W+1.60H 4281 psi 3.746 psi 0 psi 0 psi 4.281 psi 82.158 psi 0.05211 OK +1.20D+0.50L+0,20S+E+1.60H 4281 psi 3.746 psi 0 psi 0 psi 4281 psi 82.158 psi 0.05211 OK +0.90D+W+0.90H 2.656 psi 2.324 psi 0 psi 0 psi 2.656 psi 82.158 psi 0.03232 OK -+0.90D+E+0.90H 2.656 psi 2.324 psi 0 psi 0 psi 2.656 psi 82.158 od 0.03232 OK Punching Shear Ali units k Load Combination... Vu Phi'Vn Vu/Phi'Vn Status +1.40D+1.60H 7.487 psi 164.317psi 0.04557 OK +1.20D+0.501 r+1.60L+1.60H 10.714 psi 164.317psi 0.0652 OK +1.20D+1.60L+0.50S+1.60H 10.714 psi 164.317psi 0.0652 OK +1.20D+1.60Lr+0.50L+1.6(H 7.76 psi 164.317psi 0.04723 OK +1.20D+1.60L.r+0.50W+1.60H 6.418 psi 164.3170 0.03906 OK +1.20D+0.50L+1.608+1.60H 7.76 psi 164.317psi 0.04723 OK +1.20D+1.60S+0.50W+1.60H 6.418 psi 164.3170 0.03806 OK +1.2OD+0.50Lr+0.50L+W+1.60H 7.76 psi 164.317psi 0.04723 OK +1.20D+0.50L+0.50S+W+1.60H 7.76 psi 164.3170 0.04723 OK +1.20D+0.50L+0.20S+E+1.60H 7.76 psi 164.317psi 0.04723 OK +0.90D+W+0.90H 4.813 psi 164.317psi 0.02929 OK +0.90D+E+0.90H 4.813 psi 164.317psi 0.02929 OK Page 34 of 48 SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# Product FL# DETAL20 11473.1 LGUM210-2-SDS 11473.12 FGTR 11473.2 LGUM210-3-SDS 11473.13 FGTRE 11473.2 LGUM210-4-SDS 11473.14 FGTRHL 11473.2 LGUM26-2-SDS 11473.12 FGTRHR 11473.2 LGUM26-3-SDS 11473.13 HETA12 11473.3 LGUM26-4-SDS 11473.14 HETA16 11473.3 LGUM28-2-SDS 11473.12 HETA20 11473.3 LGUM28-3-SDS 11473.13 HETA24 11473.4 LGUM28-4-SDS 11473.14 HETA40 11473.4 LGUM410-SDS 11473.15 HETAL12 11473.5 LGUM46-SDS 11473.15 HETA116 11473.5 LGUM48-SDS 11473.15 HETAL20 11473.5 LTA1 11473.16 HGAM10 11473.6 META12 11473.17 HGUM5.25 11473.7 META14 11473.17 HGUM5.50 11473.7 META16 11473.17 HGUM7.00 11473.8 META18 11473.17 HGUM7.25 11473.8 META20 .11473.18 HGUM9.00 11473.8 META22 11473.18 HHETA12 11473.9 META24 11473.18 HHETA16 11473.9 META40 11473.18- HHETA20 11473.9 MSTAM24 11473.19 HHETA24 11473.10 MSTAM36 11473.19 HHETA40 11473.10 MSTCM40 11473.19 HM9 11473.6 MSTCM60 11473.19 HTSM16 11473.11 MTSM16 11473.2 HTSM20 11473.11 MTSM20 11473.2 SIMPSON STRONG-TIE COMPANY, INC Page 35 of 48 Jax Apex Technology, Inc. FBPE CA NO.7547 4745 Sutton Park Court,Suite 402 Jacksonville,FL 3222419041821-5200 Evaluation reports are the opinion of the engineer who prepared the report,based on the findings,and In no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted,finds that,In his opinion,the product, material, system, or methal of construction specifically Identified in this report conforms with or is a suitable alternate to that specified In the Florida Building Code,SUBJECT TO THE LD41TATIONS IN THIS REPORT Jeffrey P.Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report.Apex Technology is the prime professional, as defined in Florida Rule 61 G-30.002, authorized to sell the engineering services performed by Jeffrey P.Amason, and is in no way acting,nor attempting to act, as an approved evaluation entity. Neither Jeffrey P.Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon the review, under the direct supervision of Jeffrey P.Arneson, of testing and/or calculations submitted by the manufacturer. The capacities listed in this report are based on the limiting capacities as determined from the substantiating data. We reviewed the substantiating data to a degree that allowed us to determine whether or not the work performed is consistent with the intended use of the product,and that the methods used are in compliance with,or meet the intent of,the Florida Building Code.All test reports were prepared by an approved testing laboratory. REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: Jeffrey P.Arneson,the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing,sales, or distribution of the products included in this report. Jeffrey P.Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9&72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Page 36 of 48 Simpson Strong-Tie Embedded Truss Angors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETALI2, HETAL16, HETAL20, HHETA12, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowms FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3.SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code,Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses,rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails,and fastens to the wall with either%x2Y4"Titen Masonry Screws for a masonry wall, or'/4x1s/"Titen Masonry Screws for a concrete wall. These connectors are manufactured from 16 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules,dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The HTSM16 and HTSM20 are used to anchor wood trusses,rafters,or beams to masonry or concrete walls. The HTSM fastens to the wood member with 10d common nails,and fastens to the wall with either'/x2%4 Titen Masonry Screws for a masonry wall, or%x1$/"Titan Masonry Screws for a concrete wall. These connectors are manufactured from 14 gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable.loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses raftersor beams to masonry or concrete wails. The HM9 fastens to the wood member with Simpson %X 1'IN SDS screws(provided with the part),and fastens to the wall with either%4x2'/4 Tden Masonry Screws for a masonry wall,or'/x 13/40 Titan Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule,dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle.The HGAM10 is used to anchor wood trusses,rafters,or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson%X 1'/"SDS screws(provided with the part), and fastens , to the wail with%4x2'/"Tden Masonry Screws. Allowable loads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Page 37 of 48 Simpson Strong-Tie V fastener schedule,dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.6 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member(usually a truss)to a masonry or concrete wail. Embedded truss anchors fasten to a single-ply wood truss with 10dx 1'/a nails or to a multiple-ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor(4°for META, HETA,and HETAL, and 51!167 for HETAL).The strap portion of the anchor is 11/0 wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1,with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTAII Lateral Truss Anchor.The LTA1 is used to anchor wood trusses,rafters,or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx1'/°common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule,dimensions and allowable loads are shown in Table 2. See Figure 5 for additional details of the LTA1. 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a high capacity connector used to anchor single-ply wood trusses or rafters to masonry or concrete walls. The DETAL fastens to the wood members with 10dxIIN nails. They are embedded in the masonry or concrete wall to a depth of 4'/inches. The strap portion of the anchor is 11/"wide. The strap anchors are manufactured from steel meeting ASTM A653 SS Grade 50,Class 1, and the truss seat is manufactured from steel meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga.steel and the seat is 18 ga.steel. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule,dimensions and allowable loads are shown in Table 3. See Figure 6 for additional details of the DETAL. 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 1%a wide for use on I W and larger members. They are installed with 10d common nails to the wood and either %x2%"Titen Masonry Screws to masonry,or'/x 1$/a"Tden Masonry Screws to concrete. The MSTCM Strap is 3"wide for use on doubled 2-by or single 4-by and larger members. They are installed with 16d sinker nails to the wood and either%x2%4 Tden Masonry Screws to masonry,or%x 13/4"Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50,Class 1,of a thiclmess as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non-pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall.The Page 3 of 13 Page 38 of 48 Simpson Strong-Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity.The FGTR fastens to the truss with Simpson Stron - Tie SDS/"wood screws,and fastens to the masonry or concrete wall with Simpson Strong-Tie 1/2" diameter T*den HD fasteners,which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1 011 Grade 33 steel having Fy=33ksi and Fu=52ksi.They have a gray powder coat finish. Girder tie down fastener schedule,dimensions and allowable loads are shown in Table 5.See Figure 8 for additional details of face mount girder be down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong-Tie Then HD anchors to attach to the masonry or concrete wall,and Strong-Drive Screws(which are provided)to attach the beam to the hanger. To install the Titen HD anchors,drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be'/" deeper than the specified Titen HD length. The SDS screws are Installed best with a low-speed 1/2"drill and a 9/s hex head driver. Predrilling holes for SDS screws is not required.The LGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 55 ksi(275 and 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying with ASTM A 653 SS Grade 33 with minimum yield and tensile strengths of 33 and 45 ksi (228 and 310 MPa),respectively.The galvanized coating complies with the G90 requirements of ASTM A 653.The steel thicknesses are 0.099"(2.51 mm)for the LGUM,and 0.173"(4.39 mm)for the HGUM.Girder hanger fastener schedule, dimensions and allowable loads are shown in Table 6. See Figure 9 for additional details of masonry girder hangers. 5. MATERIALS 5.1 Steel. Steel specifications for each product listed in this evaluation report shall be as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued-laminated lumber,or structural composite lumber having dimensions consistent with the connector dimensions shown in Tabies1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir-Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce- Pine-Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp) with ASTM F 1667 and shall have the minimum bending yield strength s FA: Common Nail Nail Shank Diameter Fya (psi) Pennyweight inch 10d 0.148 .90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure-preservative treated wood shall be hot-dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Page 39 of 48 Simpson Strong-Tie 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record,the Florida Building Code minimum standards,the following,or as noted in the report: Material Specification Minimum Compressive Strength Concrete fc - 2500 psi Masonry,fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi or by proportions) Grout ASTM C476 2000 psi or by proportions) S. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong-Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested MTSM B845 H756 2/27/90, 12/6100 HTSM 02-3667 1130/02 HM9 Uplift 02-3793 5/15/02 HM9 F1 Direction 02-3793 5/15/02 HM9 F2 Direction 02-3793 5/15/02 HGAM10 Uplift 02-3884 7/29/02 HGAM10 F1 Direction H046 3/25/99 HGAM10 F2 Direction H141 6/22/99 META Uplift 02-3674, 02-3802, 6/4/02,6/8/02,7/24102,218/04 02-3861 04-4675 META F1 02-3674 02-3802 6/4/02,6/8/02 META F2 02-3674,02-3802, 614/02,6/8/02, 7/24/02 02-3861 HETA Uplift 02-3803,02-3862, 6/10/02, 7126/02,2/8/04 04-4676 HETA F1 02-3803 6/10102 HETA F2 02-3803,02-3862 6/10/02 7/26/02 HHETA Uplift 02-3676,02-3863, 6/4/02,7/29/02,2!7/04 04-4674 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676 02-3863 6/4/02 7/29/02 HETAL Uplift 02-3803, 02-3862, 6/10/02, 7126102,2/8/04 04-4676 HETAL F1 D793 3117/94 Page 5 of 13 Page 40 of 48 Simpson Strong-Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795 0799 5/12/08 3/27/08 DETAL F2 0796 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13102 LTA1 F2 02-3616 2/13102 MSTAM24 Uplift 02-3795 5/17/02 5/17/02 MSTAM36 Uplift 02-3795 5/17102 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004 04-5005 10/6/04 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Doom M202,M 203, M204, 7/13/06, 7/13/06, 7/13/06,7/14/06, M222 M224 8/03106 LGUM Uplift M211 M212 M213 8/18/06,8/18/06, 8121/06 HGUM Down M207, M209,M216, 9/11/06, 9/11/06, 10/20/06, 10/20/06 M217 HGUM Uplift M729 M731 8/3106,8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong-Tie, it is my opinion that the models as described in this report conform with or are a suitable alternative to the standards and sections in the 2007 Florida Building Code, Building,and the Florida Building Cale, Residential code editions listed in section 10 of this report, subject to the limitations below. Maximum allowable loads shall not exceed the allowable loads listed in this report. 9. LIMITATIONS: 1. Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads listed in this report are based on allowable stress design. The loads in this report are not applicable to Load and Resistance Factor Design. 2. Capacity of wood members is not covered by this report. Capacity of wood members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perp.to Plate/Allowable Lateral Perp.to Plate< 1.0 10.CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Page 41 of 48 Simpson Strong-Tie 6• Florida Buildina Code. Residential 2007 Edition R101.2.1 Scope R4407 HVHZ Masonry R4408 HVHZ Steel R4409 HVHZ Wood 11.ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Fasteners Allowable Uplift Loads Model 160 No. Ga L(in) Truss/Rafter CMU Conc rete P' Southern Fir- $ nx*-Pine it Mten),, M.ten) lnelDa Larch P MTSM16 16 16 7-10d 4-%x2% 4-%xl% 875 755 MTSM20 16 20 7-10d 4-%4x2%4 4-Y4xl 875 755 HTSM16 14 16 8-10d 4-/4x2%4 4-'/4x1% 1175 1010 HTSM20 14 20 10-10d 4-%x2'/a 4-%4x1s/a 1175 1010 HMV 18 - 4-SDSY4XI% 5-%x2%4 5-%4xl% 805 690 HGAM1 ' j'14-1 - I 4-SDSYAI"z 4-%4x2 4-%x2'/a 1 850 850 Notes: 1. Loads include a 60%load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do riot include a stress Increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. HM9 allowable F1 load shall be 635 lbs(DFUSYP)&545 lbs(SFP),and allowable F2 load shall be 200 lbs(DFUSYP)& 170 lbs(SPF). 3. HGAM10 allowable F1 load shall be 1005 lbs(DFUSYP)&870 lbs(SFP),and allowable F2 load shall be 1105 lbs (DFL/SYP)&950 lbs(SPF). 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'%must be used when framing anchors are installed on each side of the joist or truss. HGAM10 ` n HM9 F. 1 'a'` `�`✓ �v�'� i ;iii a r f d4 / �' ��S��tm� a fKiY I �y5 5Y:' i �-`r4Li,�, ...w•"' s'' 1 �" 4s. A Mdsture barrier not 81wm FigureFigure 3 Typical MTSMM/HTSM Application Typical HM9 installation Typical HGAM10 Installation Page 7 of 13 Page 42 of 48 Simpson Strong-Tie w TABLE 2 ALLOWABLE LOADS AND FASTENERS Ups Lateral Loads Model No. Ga H2 ar'8 Ply 1 Ply So.Piref Truss F, Fa So.P!60Tt s b '�,, t, Fasteners Load Fps Load META12 8 7-10dxl% 1450 6-16d 1450 1 340 725 META14 10 7-10dx1 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dxl% 1450 6.16d 1450 340 725 18 6-10dxl% 1270 5-16d 1245 340 725 META20 16 7-10dx1% 1450 6-16d 1450 340 725 META22 18 7-10dx1% 1450 6-16d 1450 340 725 META24 20 7-10dxl% 1450 6-16d 1450 340 725 META40 36 7-10dx1% 1450 6-16d 1450 340 725 HETA12 8 7-10dx1% 1520 7-16d 1780 340 725 HETA16 12 9-10dx1'/ 1810 8-16d 1810 340 725 HETA20 16 16 8-10dxl% 1735 7-16d 1780 340 725 9-10dxl% 1810 8-16d 1810 340 725 HETA24 20 9-10dx1% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1% 1810 8-16d 1810 340 725 HHETA12 8 7-10dxl% 1565 7-16d 1820 3408 815 HHETA16 12 10-10dx1% 2235 9-16d 2235 3408 815 9-10dx1% 2010 8-16d 2080 3408 815 HHETA20 14 16 10-10dx1% 2235 9-16d 2235 3408 815 HHETA24 20 10-10dxl% 2235 9-16d 2235 3408 815 HHETA40 36 10-10dx1% 2235 9-16d 2235 3408 815 HETAL12 7 10-10dxl% 1085 10-16d 1270 415 1100 HETAL16 16 11 14-10dxl% 1810 13-16d 1810 415 1100 HETAL20 15 14-10dx1% 1810 13-16d 1810 415 1100 LTA1 18 3'/8 12-10dx1'h 1420 12-10dx1'h 1420 485 1425 Notes: 1. Load include a 600A load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Five nails must be installed into the truss seat of the HETAL 3. Parallel-to-plate load towards face of HETAL Is 1975 lbs. 4. Minimum fc is Z000psi 5. It is acceptable to use a reduced number of fasteners In a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'h°fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pound if the strap Is wrapped over the truss and a minimum of 12 nails are installed. rvs rM Man ua� r Ft -r Q:. TypiW META InsIalled with TS Figure 4 Figure 5 PteMETA/HETA/HHETA Typical Installation LTA1 Typical Installation - - -- Page 43 of 48 -- Simpson Strong-Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Uplift, Loads Lateral Loads Model No. Qty. Application: 1 Pty Southern 2 or 3'Pty'Southem F, F2 Pine Truss Pine Truss (parallel (perpen. Fasn�ars tcad Fasteners Load to to Wil) DETAL20 1 CMU 18-10dxl% 2480 - - 2000 1370 Concrete 18-10dx1% 2480 - - 2000 1505 META 2 CMU 10-10dxl% 1985 14-16d 1900 1210 1160 Concrete 10-10dxl% 1985 14-16d 2565 1210 1160 HETA 2 CMU 10-10dxl% 2035 12-16d 2500 1225 1520 Concrete 10-10dxl% 2035 12-16d 2700 1225 1520 HHETA 2 CMU 10-10dxl% 2035 12-16d 1 2500 1 1225 1520 Concrete 10-10dxl% 2035 14-16d 1 3350 1 1225 1520 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are perrnitted. Reduce loads where other loads govern. 2. Minimum Pa is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8°wider than the truss width. 4. Install half of the required number of fasteners in each strap,except for the DETAI20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral loads for META,HETA,and HHETA anchors appy only to 2-or 3-ply applications with anchors spaced a minimum of 3°apart. For single ply applications use lateral loads in Table 2. DETAL lateral load apply to single-ply application. 6. DETAL20 Lateral Loading in the F,direction anchored in CMU greater than 1,790 Ib.may result in deflection up to 6/32'in the F,direction. r' Typical Installation r with two METAs 05 ROW - %f" Figure 6 DETAL and Double METAIHETAIHHETA Application Page 9 of 13 Page 44 of 48 Simpson Strong-Tie 1• TABLE 4 MASONRY STRAPS ALLOWABLE LOADS FASTENERS AND DIMENSIONS Dimensions Simpson'Strotig- FISP SPF Model No. Gal. Irtt tes Titen Screws 160 160 W L CMU Concrete Nails Load Nails Load MSTAM24 18 1% 24 5-%x2% 5-Y4xl% 8-10d 1500 9-10d 1500 MSTAM36 16 1% 36 8-%x2% 8-%xl% 10-10d 1870 11-10d 1870 MSTCM40 16 3 40% 14-%4x2% 14-Y4x1% 22-16d Sinker 4220 26-16d Sinker 4220 MSTCM80 16 3 591A 14%x2% 14%x1$/ 26-16d Sinker 4220 26-16d Sinker 4220 Notes: 1. Loads include a 60%load duration increase on the fastener capacity in mod for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Minimum edge distance is 1 W for Titan Masonry Screws. 3. Minimum f,=1500 psi and minimum fQ=2500 psi. 4. Products shall be installed such that the Titan screws are not exposed to moisture. s o t` AV F z V L , 17le' t SfM1 7 Typ. O � �-�-•I Uicel NSTA06 Typical MSTCM60 MSTANX asreseao IDS113llatloa. Installation Figure 7 MSTAMUMSTCM Typical Dimensions and Installation Page 10 of 13 Page 45 of 48 Simpson Strong-Tie i ti- TABLE 5 FGTR SERIES ALLOWABLE LOADS AND FASTENERS ara Allowable lel leo. . 'try. To Buck andto trues Up►Illlt`Load Concrde Wali (1 60) FGTR 1 2-Titen HD'Ax5" 18-SDS1/4x3 5000 2 4-Titen HD'/x5" 36-SDS1/4x3 9400 FGTRHL/R 1 2-Titen.HD'/xU' 18-SDS1/4x3 3850 FGTRE 1 2-Titan HD Y2x5" 18-SDS1/4x3 46856 FGTRE+FGTR 1 Each 4-Titen HD'Ax&' 36-SDS1/4x3 50006 Notes 1. Loads include a 60%load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govern. 2. Products shall be attached to grouted and reinforced CMU walls or reinforced concrete walls that are designed to transfer the uplift loads to the foundation. 3. Minimum edge distance for the Titen HD is 4° 4. THD's should be spaced in every other hole on the part 5. Attached members must be designed to resist the applied loads 6. Products used for comer applications shall be limited to 4685 lbs allowable 7. Loads are governed by the grouted wall capacity based on testing of the products attached to the . comer of a block wall at an average ultimate load of 14,800 lbs. The connector has been tested attached to a steel column to an allowable load of 11,400 lbs which can be used for design provided the wall is designed by the engineer of record to transfer the uplift forces. 1 Two FQTR9 FGTRHL a u` q FGTR FOR M o• MUSS y o SHOULD I 1 °• BE SET I Y' BACK FGTRE ✓ ..� • ! /! .tom$t FGTRHLTOPMEW Figure 8 FGTRIFGTREIFGTRHL/FGRHR Typical Installation Page 11 of 13 Page 46 of 48 Simpson Strong-Tie TABLE 6—LGUM AND HGUM ALLOWABLE LOADS,FASTENERS AND DIMENSIONS Dimensions )n.): >asters Allowable Loads pbs.) Madel Afo. a CMUICan0— Jolst lift Downbad %PiLVLIP5L LSL W H s titan HD SDS Screws. (/1 fi} Concrete , . DOUBLE 2x SIZES LGUM 26-2 12 3716 1 5 1 4 1 4-%aa°x 4- 1 4-'4-x2'h- 1430 5595 LGUM 28-2 1 12 3/,le 1 7 1 4 1 6-'/s x 4- I 6-'/4'x2',° 2435 8250 LGUM 210-2 1 12 3'/ie 1 9 1 4 1 8-'/.-x4' 8-'/4°x2W 3575 1 9575 TRIPLE 2x SIZES LGUM 26-3 12 1 5'/ 15'4 4 4-'h-x 4- L 4-Y4 x2',- 1430 1 5610 LGUM 2" 12 1 5'4 1 7', 1 4 1 6-',-x 4- 6-'/4°x2W 1 2435 1 8290 LGUM 210-3 12 1 5% 1 9'h 1 4 1 8-'4-x 40 f 8-'4'x2',- 1 3575 1 9715 QUADRUPLE 2x SIZES LGUM 26-4 12 1 6"hs 1 5 he 4 1 4-'/o x 4- I 4-'/4-x2',- 1 1430 5625 LGUM 28-4 12 1 $ /je 1 7"he 1 4 6-'h-x 4- 1 6-'/4-x2'h- 1 2435 8335 LGUM 210-4 12 1 8 /is 1 9 /is 1 4 8-'/-x 4- 1 8-'/4-x2'h- 1 3575 9860 4x SIZES LGUM 46 12 1 3% 4% 4 4-'/a x 4- 4-Y4-x2W 1430 5600 LGUM 48 12 1 3% 6% 4 6-'/s x 4- 6-'/4-x2'W 1 2435 8260 LGUM 410 1 12 1 3% 1 -8% 1 4 1 8-'/e-x 4- 1 8-'/4-x2W 1 3575 9620 ENGINEERED WOOD AND STRUCTURAL COMPOSITE LUMBER SIZES HEAVY DU HGUM5.25 7 5% 5% 8-'/a°x 5- 24-%a°x2'W 10085 14965 1 16015 HGUM5.50 7 5% 11 5% 8-%a x 50 24-'/4-x2''h- 10125 14940 16015 HGUM7.00 7 7 to 5% 8-Va x 5- 24-'h-x2W 10375 14770 16015 HGUM7.25 7 7% 30 5% 8-%s°x 5- 24-Y4-x2'/i 10415 14740 16015 HGUM9.00 7 9 5% 8-'/s x 5- 24-Y4 x2',- 10705 14545 16095 Notes: 1. Uplift loads include a 60%load duration increase on the fastener capacity in wood for vwnd loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other loads govem. 2. Minimum f.=1500 psi and fo=2500 psi. A � 1 r7-9 IR HF r-a H 4", �1 li tSaKMeDanler '.u .; P, LGO 1 GUM Typical LMM lnsWoon i4Wcal ROM 141mbft Figure 9 LGUMIHGUM Typical Installation Page 12 of 13 Page 47 of 48 Simpson Strong-Tie l r 12.IDENTIFICATION Each connector covered by this report shall be stamped with the manufacturer's name and/or trademark and the product name. 4a�it¢xa,ssc&a' 4� �i "�,«*��•il� �f .� 'fie Inc. P.E. • •. A'l�s�•xj0 . Page 13 of 13 Page 48 of 48 Simon Strong-Tie (� AJW Ip-7 5 .T- � � rroo 0 The following information pertains to building department comment 5 which states, "According to a note on detail 1 / RM-1.4 the exterior wall require an R-Valve of 13.8. Provide product detail and specification for the insulation to be used in order to obtain required R-Value". See the attached product details to be used to achieve the required minimum R-valve of 13.8. EcoTouch° PINK° FIBERGLAS' Insulation OV ® with PureFiber® Technology I F" RNING Figure I The vapor retarder permeance of used,the attachment flanges may the kraft and foil facings on be taped to the face of the metal EcoTouch® Insulation were stud prior to applying the interior developed from tests conducted finish.Wire or metal straps should in accordance with ASTM E96, also be used to hold the product I"Verflilation desiccant method. in place in applications without a r cover material or where the stud Installation depth is larger than the insulation Between Wood Studs/Rafters thickness. Grp—Drywall EcoTouch®Insulation fits between Tnwmal safx studs. If required,the flanges can Furring S®ps _ be stapled to either the face or EcoTouch Insulation can be the side of the stud every 8-12"to applied between furring strips, hat prevent gaping or"fishmouthing" channels, or Z-shaped furring in of the vapor r areas where a finish surface will retarder be installed. Contact the furring Figure 2 EcoTouch®Unfaced insulation can strip manufacturer for appropriate be friction-fit between studs after fastening system. Concrete Block the cover material has been installed on one side of the cavity. Caution: FIBERGLAS' insulation Thermal Batt Use wire or metal straps to hold may cause temporary irritation Insulation insulation in place in applications to the skin,eyes and respiratory I I without a cover material, or tract.Avoid contact with eyes I I where the insulation does not fill and skin,wear loose-fitting, I I 0— Gypsum� �I the depth thof the cavity.'• long-sleeved clothing,gloves and I I eye protection when handling I I Cathedral ceiling products (1130C and applying the material.Wash I I and R38C) are intended to be with soap and cold water after friction it between rafters. handling.Wash work clothes I I Cathedral ceiling insulation should separately and wipe out washer. I I be installed to provide a minimum I I Metal Stud I"ventilation passageway between I I the roof deck and insulation. (See I I Figure 1) It is recommended to I I use a vent baffle to assure proper I I o clearance. Between Metal Studs I I _':y�'•;:��r' EcoTouch®Insulation can be I I �;' ,: • ;.•''' friction-fit in place until the interior finish is applied. Insulation should fill the cavity and the wall should eventually be closed on both sides. (See Figure 2) In areas where it will be applied in heights over 8', use wire or metal straps to hold the product in place until the interior finish is applied.When faced insulation is t a EcoTouch° PINK° FIBERGLAS' Insulation ® with PureFiber® Technology Notes I. As manufactured,FIBERGLASTM insulation is resistant to mold growth.However,mold growth can occur on building materials,including insulation, when it becomes contaminated with organic material and when water is present.To avoid mold growth on FIBERGLASTM insulation,remove any water that has accumulated and correct or repair the source of the water as soon as possible.Insulation that has become wet should be inspected for evidence or residual moisture and contamination,and any insulation that is contaminated should be promptly removed and replaced. 2. According to 2010 clinical trial conducted in Toronto,Canada by Ducker Worldwide on behalf of Owens Corning Insulation Systems,LLC, 3. Certified by Scientific Certifications Systems to have a minimum of 50%recycled glass content,with at least 30%post-consumer recycled and the balance of pre-consumer recycled glass content. 4. Owens Corning'EccTouch®Unfaced FIBERGLAS' insulation is verified to be formaldehyde free by the GREENGUARD Environmental Institute. T raee.w0,�rae0 r /�jQ/ed� .eFB@"PAVO *SCSc�i1 ffi .. e•oro,mr Femu BMIe mb uoeonaea FemwMelgAa F,ee sp- toboTbad L Unbod ONNaa°U honftf Loonfill MINIMUM 50%RECYCLED CONTENT GREENGUARD &MCWMdP 30%POST-CONSUMER F11-625v�c 20%PRE-CONSUMER F,aetl;tionMAtbmn,tlap Eetl bpal,tien: men%ggoNtlemmteiwaeste EoeTV.WUn%.dB -d Met�BoE�in0lnwieMon. mN! RDEe,HooToueh°FeoeC aelUanO N,Ib,IooteeC intuWbn,Meal EUEChg m=utt.iwodW.aw R."Air ft.Oft W"d Environment r1 u` &OLIVe=-Me AVPW5 to EwTouoe•Ue}eaee 1—kftn Disdaimer of Liability Technical information contained herein is furnished without charge or obligation and is given and accepted at recipient's sole risk.Because conditions of use may vary and are beyond our control,Owens Coming makes no representation about,and is not responsible or OWENS CORNING INSULATING SYSTEMS,LLC liable for the accuracy or reliability of data associated . ONE OWENS CORNING PARKWAY with particular uses of any product described herein. TOLEDO,OHIO,USA 43859 Nothing contained in this bulletin shall be considered a . ® 1-800-GET PINI e recommendation. www.owerreaorrft tom GREENGUARD Certified products are certified to Pub.No.10013811-D.Printed in U.S.A.October 2014.THE PINK PANTHER TMi GREENGUARD standards for low chemical emissions &01964-2014 McVo-Goldvvyn-Ma1rer Studos Inc.Ali Rights Reserved.The into indoor air during product usage.For more color PINK is a registered trademark of Owens Coming.®2014 Owens Coming, information,visit uLcom/gg. Ali Rights Reserved. c� � LAS' Insu asMON M1 UW -e get This fact sheet contains important details about Owens Corning's EcoTouch® PINK® FIBERGLAS' Insulation. Read it carefully.The chart below covers the entire line of EcoTouch® products sold under the names Thermal Batt, FastBatt, Cathedral Batt, Basement Blanket'", Sound Attenuation Batt (SAB) and Sonobatts®.The chart includes all products, both unfaced and faced with Kraft paper,foil, polyethylene ("Poly'), FSK or PSK. EcoTouch® PINK® FIBERGLAS' Insulation EcoTouch® PINK® FIB ERGLA_S' Insulation Tfiickness Width Pteee / Padliage; ckness vv" WithPiece ,Padre: R*ae (inches) finches} ,finche} ._ 5g.ft R-xatae '(i! } (G, „s}. .Ono M_ est. 8 2.5 16 96 10.7 20 213.3 13 3.5 23 93 14.9 11 163.4 8 2.5 24 96 16.0 20 320.0 13 3.5 24 48 8.0 24 192.0 11 3.5 15 93 9.7 16 155.0 13 3.5 24 96 16.0 11 176.0 II 3.5 15 94 9.8 9 88.1 13 3.5 24 96 16.0 12 192.0 11 3.5 15 105 10.9 16 175.0 13 3.5 48 480 160.0 1 160.0 11 3.5 16 96 10.7 16 170.7 15 3.5 If 93 7.1 14 99.5 If 3.5 23 93 14.9 16 237.7 15 15 15 93 9.7 7 67.8 II 3.5 23 96 15.3 16 245.3 15 3.5 15 93 9.7 8 775 II 3.5 24 48 8.0 32 256.0 15 3.5 15 105 10.9 7 76.6 II 3.5 24 96 16.0 16 256.0 15 3.5 15 105 10.9 8 87.5 II 3.5 48 720 240.0 1 240.0 15 3.5 16 96 10.7 7 74.7 13 3.5 11 93 7.1 22 156.3 15 3.5 16 96 10.7 8 85.3 13 3.5 15 93 9.7 10 96.9 15 3.5 23 93 14.9 7 104.0 13 3.5 15 93 9.7 11 106.6 15 3.5 24 r 96 16.0 7 112.0 13 3.5 I5 93 9.7 13 125.9 19 6.25 11 93 7.1 16 113.7 13 3.5 15 105 10.9 12 131.3 19 6.25 15 48 5.0 16 80.0 13 3.5 IS 94 9.8 9 88.1 19 6.25 15 93 9.7 8 77.5 13 3.5 15.25 93 9.8 12 118.2 19 6.25 15 94 9.8 5 49.0 13 3.5 15.25 93 9.8 13 128.0 19 6.25 15 105 10.9 8 87.5 13 3.5 15.25 105 11.1 12 133.4 19 6.25 IS 470 49.0 1 49.0 13 3.5 16 96 10.7 11 117.3 19 6.25 15.25 93 9.8 8 78.8 13 3.5 16 96 10.7 13 138.7 19 6.25 15.25 105 11.1 8 89.0 13 3.5 19.25 93 12.4 II 136.8 19 6.25 16 48 5.3 16 85.3 19 6.25 16 96 10.7 8 85.3 Read This Before You Buy 19 6.25 19.25 48 6.4 16 102.7 Whatou should know about R Values 19 6.25 19.25 93 12.4 8 99.5 y 19 6.25 19.25 96 12.8 8 102.7 The chart shows the R-values of this insulation. 19 6.25 23 48 7.7 16 122.7 R means resistance to heat flow.The higher 19 6.25 23 93 14.9 8 118.8 the R-value,the greater the insulating power. 19 6.25 23 94 15.0 5 75.1 Compare insulation R-values before you buy. 19 6.25 23 96 15.3 8 122.7 There are other factors to consider.The amount 19 6.25 23 470 75.1 1 75.1 of insulationp y ou need depends mainly on the 19 6.25 24 48 8.0 16 128.0 8 128.0 16.0 25 24 96 climate you live in. Also,your fuel savings from 19 19 66..25 48 96 116.0 I 156.7 insulation will depend on the climate,the type 19 6.25 48 480 160.0 1 160.0 and size of house,the amount of insulation 21 5.5 15 93 9.7 7 67.8 already in your house, and your fuel-use patterns 21 5.5 15 93 9.7 8 775 and family size. If you buy too much insulation, it 21 5.5 15 105 10.9 8 87.5 will cost you more than what you'll save on fuel. 21 5.5 16 96 10.7 7 74.7 To get the marked R-value, it is essential that this 21 5.5 23 93 14.9 6 89.1 insulation be installed properly. 21 5.5 24 96 16.0 7 112.0 22 6.75 15 48 5.0 14 70.0 S 1 Y v3rc;. it - s [a tTr �;; kt�. A rf•� 1 � g-c.-ru..Sn+a. A.aE '�� 3,SIV"� � C�::�y ➢N� _ a ._ w a�Y-7 k INN0I015 FBMr EcoTouchO PINK® FIBERGLAS' Insulation lam �7-1 ""-'"-= 22 6.75 23 48 7.7 14 107.3 22 6.75 24 48 8.0 14 112.0 25 8 19.25 96 12.8 6 77.0 25 8 23 96 15.3 6 92.0 25 8 16 96 10.7 6 64.0 25 8 16 48 5.3 12 64.0 25 8 24 96 16.0 6 96.0 30 9.5 12 48 4.0 20 80.0 30 9.5 15 48 5.0 10 50.0 30 9.5 15 300 31.3 1 31.3 30 9.5 16 48 5.3 10 53.3 30 9.5 16 48 5.3 II 58.7 30 9.5 19.25 48 6.4 10 64.2 30 9.5 23 300 47.9 1 47.9 30 9.5 24 48 8.0 10 80.0 30 9.5 24 48 8.0 II 88.0 30 8.25 15.5 48 5.2 11 56.8 30 8.25 23.75 45 7.4 10 74.2 30 8.25 23.75 48 7.9 10 79.2 38 12 16 48 5.3 8 42.7 38 12 19.25 48 6.4 8 51.3 38 12 24 48 8.0 8 64.0 38 10.25 15.5 48 5.2 8 41.3 38 10.25 23.75 48 7.9 8 63.3 MT OWENS CORNING INSULATING SYSTEMS,LLC Disclaimer of Liability ONE OWENS CORNING PARKWAY Technical information contained herein is furnished TOLEDO,OHIO,USA 43659 without charge or obligation and is given and accepted at ® 1-800-GET PINKO recipient's sole risk.Because conditions of use may vary t898II1l8101 lfllt6' www.owenseoming.00m and are beyond our control,Owens Corning makes no Pub. No. 10017881. Printed in U.S.A. December 2012. THE PINK representation about,and is not responsible or liable for PANTHER'&01964-2012 Metro-Goldwyn-Mayer Studios Inc.All the accuracyorreliabilityofdata associated with particular Rights Reserved.The color PINK is a registered trademark of Owens uses of any product described herein. Corning.0 2012 Owens Corning.All Rights Reserved. r c � • - w- ?-`- tea**«'+� u � �, r � c', ,; � �,��j. INNS tot The intent of this document is to When the insulation is installed with a sharp utility knife and straight provide guidance on the installation in the building thermal envelope edge.The finished piece should of Owens Corning thermal and it must be in alignment and be cut slightly more than the non acoustic building insulation products in substantial contact with the standard dimension(s),to provide a residential and light commercial frame designated air barrier. snug fit.Anything less may result in an construction.This document,the Any openings in or penetrations incomplete cavity fill reference documents cited herein and through cavity spaces that and/or misalignment with the air any/all information found on product would allow air leakage barrier.Anything more could cause packaging, literature, presentations between the cavity and the insulation to buckle in one or and videos collectively constitute unconditioned areas should be more directions and create voids the"manufacturer's installation air sealed before insulating. that reduce the assembly thermal instructions" referenced in the ICC 11. Blanket performance. family of building codes—specifically the Intl. Energy Conservation Code Owens Corning glass fiber blanket When the cavity contains (IECC), Intl. Residential Code (IRC) building insulation is manufactured in obstructions such as electrical boxes, and Intl. Building code (IBC). precut sizes.They are either(1) batts, wiring or plumbing,the blanket used primarily for wall assemblies of insulation will again require some I. General either 8 ft.or 9 ft.height or(2) rolls, field fabrication. For electrical boxes Optimum performance of used primarily for roof/ceiling and a piece will need to be cut out.The Owens Coming's building insulation floor assemblies,ranging in length piece should be slightly smaller than products is dependent on 1)selection from around 25 feet to over 7s feet. the dimensions of the box so the of the correct product for the The width and thickness dimensions of fits snugly around the box assembly or application into/on which for all blanket products are intended but without bulging or buckling.The it is to be placed and 2)following to match standard framing member piece can be inserted behind the box these installation instructions.General sizes and"on-center"spacing,as well to fill in the gap between the box and rules which apply to both selection as to meet code thermal performance the finish material on the backside of and installation include: (R-value) requirements. the cavity,or the gap can be filled in with a foam sealant.The gap should • Cavity spaces in which the Blanket insulation products are never be left unfilled,nor should the insulation is being placed should available either with a pre-applied insulation batt simply be tucked in be completely filled—top to facing or with no facing("unfaced"). behind or around the box without bottom,side to side and front The facing provides a water vapor cutting the piece out. Failure to do so to back.[NOTE:Even in cases retarder required by the building will result in voids around the box.For where the code required codes for moisture control in wiring or plumbing that runs through R-value is met with a product some climate zones. NOTE: Kraft the cavity,vertically or horizontally, of thickness less than the cavity paper and foil facing are flammable the blanket insulation must be either depth,the cavity space should and cannot be used in exposed split or slit so that it fits around the be completely filled] applications.They must be installed in obstruction and still fills the cavity. • Insulation should not be substantial contact with an approved Placing the entire batt on one side compressed when the full ignition barrier.'FS25'facings,both of the obstruction or the other(all thickness space is available,as FSK and PSK are made specifically for in front or all behind will result in a this results in a reduction of P y ) exposed applications and do not have void along the entire len of the R-value. xP PP g � to be covered. obstruction and reduce the thermal • There should be no voids or performance of the insulation. gaps in the insulation itself, For cavities (usually in wall assemblies) around obstructions in the that are not standard width or height, Installation of blanket insulation cavity space or at the interface or are not rectangular in shape,the products is done by any of three of the insulation and framing blanket insulation will have to be field methods: 1)friction fit(aka,"pressure members. fabricated.This is easily done by hand fit"),2)faced stapled or 3) inset WS � rr' #.igit e Fa sit �riitfi .fr�s 'tt� n stapled. For a detailed description support can be provided criteria(see reference document of all three methods please see using insulation support wires Home Energy Rating Standards, reference documents ASTM C 1320 (aka"tiger teeth") installed at Appendix A,pages Al I to Al 6). and NAIMA publication B1402. intervals no greater than 2 feet and so as to not compress the Unfaced products are only installed Faced products can be installed using insulation. via friction fit. In some situations any of the three methods listed above. supplemental mechanical support is [NOTE:the PROPINK FastBatt® In cases where the insulation thickness recommended. products are faced but have no fold is the same as the cavity depth, out tabs(or flanges)and are specifically supplemental support can be provided Wall cavities with a continuous designed for friction fit installation]. by installing wire or plastic mesh,or height(no horizontal For all three methods it's important twine running perpendicular to the floor blocking) of 9 feet or more. to ensure that the insulation has fully joists,attached to the bottom face of Supplemental support can be filled the cavity.After placing the the joists. provided by placing horizontal insulation in the cavity space run a hand blocking in the cavity at or putty knife along both sides of the For face stapled and inset stapled maximum 9 foot intervals. batt to check for any places where the installation, it's important to ensure insulation has not fully expanded to the that the insulation has fully filled the Floor assemblies where studs,especially in the back comers. cavity before securing the facing to the insulation contact must be Also,any tears or rips in the facing framing members.After positioning maintained with the underside should be repaired with Kraft or similar the batt in the cavity fold out the of the subfloor,there is no construction grade tape facing tabs. finish material at the bottom of the cavities and the insulation For friction fit installation,the facing When face stapling,hold the thickness is less than the must be flush with the open plane flange along one side of the depth of the cavities.See of the cavity to ensure substantial cavity,over the facing surface recommendations above for contact with the interior finish and of the stud and apply staples. friction fit installation of faced to minimize voids. In some situations, The flange on the other side is products. friction fit application of standard fastened when the batt in the III. Loosefill faced products may necessitate adjacent cavity is installed and supplemental mechanical support the flange on that batt is lapped Owens Corning glass fiber loosefill over the flange of the first batt. insulation is manufactured in two • Wall cavities with a continuous Both flanges are then secured at forms—bonded and unbonded.The height of greater than 9 the same time,making sure the former has a binder that,similar to feet.Supplemental support staples are fully embedded in blanket insulation,acts like a glue to can be provided by stapling the stud. hold the fibers together in small tufts. both tabs at the top of the The latter has no binder and the cavity and at no more than When inset stapling,the flanges fibers"nest"together,forming a pack 9 foot intervals,or by placing are secured to the inside as it is installed. horizontal blocking in the cavity surface of the studs.The end at maximum 9 foot intervals. of the flange should be flush Both types of loosefill insulation with the face of the stud and are installed using a pneumatic • Floor assemblies where the staples applied as close "blowing machine". In addition to insulation contact must be to the face as possible.This the"General"installation guidelines maintained with the underside is to 1) minimize voids along presented in part I of this document, of the subfloor,there is no the edges of the cavity,2) loosefill insulation must also meet the finish material at the bottom of minimize tearing of the facing requirements listed in the applicable the cavities and the insulation and 3) comply with the home coverage chart provided by the thickness is less than the depth energy rating industry's"Grade manufacturer.The coverage chart of the cavities.Supplemental I"insulation installation rating VTV Z, R110 VT bier I .ri 0iit : '� r � f *'t � �'�` z'.rt-�-•� «« -,�- #} . tv indicates the thickness and amount allowing the free flow of air in Reference Documents of material (density)that must be through the vented soffit and installed to achieve the desired out through the ridge,gable ASTM'C 1320—Standard Practice R-value.The coverage information end or square roof vents. for Installation o f Mineral Fiber Batt varies by product type and application and Blanket Thermal Insulation for —open cavity vs.closed cavity—so Closed cavity applications are used Light Frame Construction it is crucial that the installer follow for wall,floor and cathedral ceiling assemblies. In new construction,the NAIMA"publication BI-402— the coverage data.Coverage charts Recommendations or Installing are printed on all loosefill product open side of the cavity is covered f g with a fabric that contains the loosefill Mineral Fiber insulation in packaging,on"attic cards" (as ht Frameig required by building codes)and on insulation until the drywall or other Residential and Other L finish material is installed,The blowing the manufacturers"Fact Sheet" (as g Construction (Fiber Glass Home required by the FTC's regulation machine hose nozzle is inserted Insulation) on labeling and advertising of home through the fabric and the cavity filled NAIMA publication BI-403— insulation). with the amount of material needed to achieve the desired R-value,per the Recommendations for Installing Mineral Fiber Insulation in Open cavity applications are done coverage chart. Residential and Other Light-Frame in attics,on flat ceilings or vaulted Construction Fiber Glass Loose Fill ceilings with a maximum slope of When retrofitting existing buildings 5/12. Prior to installing the loosefill access to the cavity spaces is gained Insulation) insulation,the attic space must be by drilling small (-2"dia) holes from Mortgage Industry National Home prepared by: either the exterior or interior of the Energy Rating Standards,©2006 assembly,or when practical,through by RESNEVI • Sealing any penetrations the wall assembly top plate.Fill cavities through the ceiling plane,to per applicable coverage chart data. minimize air leakage between [NOTE:for this application method, the conditioned living space the use of infrared thermography below and the unconditioned equipment is helpful in identifying attic space. any areas that were not accessed or • Installing vent baffles in each completely filled.] rafter/truss bay to ensure ventilation of the attic space by i ASTM Intl;West Conshohocken,PA;httpJ/www.astm.orglindexshtmi ii North American Insulation Manufacturer's Association;Alexandria,VA;http://www.naima.org/index.php iii Residential Energy Services Network;Oceanside,CA; http!/www.resnet.us/standards/RESNET Mortgage_Industry_National_HERS_Standards.pdf 1'} 4A w e e bw OWENS CORNING INSULATING SYSTEMS.LLC Disclaimer of Liability ONE OWENS CORNING PARKWAY Technical information contained herein is famished TOLEDO,OHIO 43659 without charge or obligation and is given and accepted • • at recipient's sole risk.Because conditions of use may 7-800-GET PINK• vary and are beyond our control,Owens Corning makes M IRS' www•owenscoming.com no representation about,and is not responsible or Pub.No.10017868.Printed in U.S.A.August2012.THEPINKPANTHER"&®1964-2012 liable for the accuracy or reliability of data associated Metro-Goldwyn-Mayer Studios Inc.All Rights Reserved.The color PINK is a registered with particular uses of any product described herein. trademark of Owens Coming.02012 Owens Coming.All Rights Reserved. t' FORMS FLORIDA BUILDING CODE,ENERGY CONSERVATION FORM 402-2010 Residential Building Thermal Envelope Approach ALL CLIMATE ZONES r Scope:Compliance with Section 402 of the Florida Building Code,Energy Conservation shag be demonstrated by the use of Form 402 for single-and multiple-family residences of three stones or less in height,dons to existing residential buildings,renovations to exisffitg residential bugdings,new heating,tooting,and water heating systems in existing buildings as applicable.To comply,a building must meet or exceed all of the energy efficiency requirements on Table 402A and all applicable mandatory requirements summarized in Table 4028 ithis form.If a building does net comply with this method or Alternate Form 402,h may still comply under Section 405 of the Florida Building Code,Energy Conservation. PROJECT 1NAME: �' ��M� BUILDER: AND ADDRESS: PERMITTING • OFFICE: � IJ11iII4111,14 , OWNER: PERMIT NO.: JURISDICTION NO.: General Instructions: i.New construction which incorporates any of the following features cannot comply,using this method:glass areas in excess of 20 pecent of conditioned floor area,electric resistance heat and air handlers located In attics.Addition 5 600 sq.it.,renovations and equipment changeouts may comply by this method with exceptions given. 2.RII in all the applicable spaces of the"To Be Installed"column on Table 402A with the information requested.All"To Be Installed"values must be equal to or more efficient than the required levels. 3.Complete page 1 bused an the"To Be Installed"column information. 4.Read the requirements of Table 4028 and check each box to indicate your intent to comply with all applicable hams. 5.Read,sign and date the"Prepared By"certification statement at the bottom of page 1.The owner or owner's agent must also sign and 'ate the form. Please Print . CK 1. New construction,addition,or existing building 1. AMPr/aA 2. Single-family detached or multiple-family attached 2. JM66lfnft4 y 3. if multiple-family-No.of units covered by this submission 3. 4. is this a worst case?(yestno) 4. IJ I�A S. Conditioner(floor area(sq.ft.) 5. 6. Glass type and area: a.1.1-factor 68. b.SHGC 6b. _ c.Glass area 6c. sq.ft. 7. Percentage of glass to floor area 7. .K % 8. Floor type,area or perimeter,and insulation: a.Slab-on-grede(R-value) Ba.R= Jae Iin.fL b.Wood,raised(R-value) 8b.R= sq.ft, c.Wood.common(R-value) Be.R= sq.ft. it.Concrete;taised(R-value) 8d.R= sq.ft. e.Concrete,common(R-value) lie,R= sq.ft. 9. Wali type,area and Insulation: a.Exterior. 1. Masonry(insulationR-value) 98-1. R= J".3 sq.fL 2. Wood frame(insulation R-value) 9a-2. R= tea-- -sq.ft. b.Adjacent 1. bfasonry(Insulation R-value) 9b-1. R= sq.ft. 2. Wood frame(Insulation It-value) 9b-2. R= q.ft. 10. Ceiling type,area and insulation: a.Under attic(insulation R-value) 10a.R= Z? sq.tL ?,qlA b.Single assembly(Insulation R-value) 10b.R= sq.fL 11. Air distribution system:Duct insulation,location,On a.Duct location,insulation 11a. R= b.ARU location 11b. c.Qn.Test report attached(<0.03;yestno) I Ic.Test report attached? Yes No 12. Cooling system: a Tye 12a.Type:I19ini.-qa/ /ISS k b.Efficiency 12b.SEERIEER: 13. Heating system: \\\\�`1 S I I I //� 13a.Type: -�F�- a.Type \\\ GF. (� �� 13b.HSPF/COP/AUE:1 b.Efficiency \ N S " A. 14. HVAC sizing calculation:attached 14. No 15. Hot water system: a.Type1 !!� 1 Sa.Type: b.Efficiency * ��O 6 r = 15b.EF: ,p �F e I I hereby certihr that the planted specifications covered by the calcul kph* tans and specifications covered by this cakndation Indicates compliance with the Florida Energy Cale. Before construdtan is completed.this handing 4111 be inspected for comotamo In g r,I+ 4 /+ REOwith Section 513.909.F.S. 0PREPABY: .1�6i► (,Q�/1cS� M OAST III COOEOFFICWL I hereby certity thatAulbufloing is in paanea the R dda Energy Coda: /� AGENT: DATE:-i--�= I DATE: C.4 2010 FLORIDA BUILDING CODE-ENERGY CONSERVATION ` Air System Sizing Summary for ACCU-1 Project Name:141009-Di Geronimo Residence 10/24/2014 Pre ared by:Delta-G 08:54AM Air System Information Air System Name--------...........................................ACCU-1 Number of zones.................................-......................................... 1 Equipment Class..............................................-...SPLT AHU Floor Area.............---••---------------..........................................--..295.0 ftz Air System Type-••-----••----•--•...............................-......-.SZCAV Location.......................................................Miami IAP,Florida Sizing Calculation Information Calculation Months..............................................Jan to Dec Zone CFM Sizing.....................Sum of space airflow rates Sizing Data..............................................................Calculated Space CFM Sizing----------------Individual peak space loads Central Cooling Coil Sizing Data Total coil load................................•---.....-•---------------...............0.9 Tons Load occurs at........._.....................................................Oct 1400 Total coil load...............•-•--................•--................................10.9 MBH OA DB/WB......................-.-.......................................86.7174.9 °F Sensible coil toad..................................................................8.7 MBH Entering DB/WB........................................................73.2163.7 °F Coil CFM at Oct 1400...-•....................................................477 CFM Leaving DB/WB............-...........................................56.3155.9 °F Maxblock CFM.................................-..................................477 CFM Coil ADP..............................................................................-.....55.4 °F Sum of peak zone CFM.....................................................477 CFM Bypass Factor.................................................................._...0.050 Sensible heat ratio..........................................................0.796 Resulting RH.-•----........................---......................................-.....-.60 % ft'/Ton-----•-•-----•------••............................................................324.4 Design supply temp------------....-.............................................55.0 °F BTU/(hr-"...........................................................................37.0 Zone T-stat Check...............................................................1 of 1 OK Water flow @ 10.0°F rise................................................N/A Max zone temperature deviation..-............--......--................0.0 °F Supply Fan Sizing Data Actual max CFM------•--•---•--•.................................................477 CFM Fan motor BHP.........................................................---••-•-----...0.05 BHP Standard CFM......................................................................476 CFM Fan motor kW. •---••----------.....................................................0.04 kW Actual max CFM/ft'...........................................------------1.62 CFM/ft' Fan static...............................................-....-.............................0.40 in wg Outdoor Ventilation Air Data Design airflow CFM.---••-------•...................................................0 CFM CFM/person....................................................-..-.....................0.00 CFM/person CFM/fta....---•...........................................................................0.00 CFM/ft' Hourly Analysis Program v4.80 Page 1 of 3 Zone Sizing Summary for ACCU-1 Project Name:141009-Di Geronimo Residence 10/24/2014 Prepared by:Delta-G 08:54AM Air System Information Air System Name.......................................................ACCU-1 Number of zones--•---••--•-------------------------....---------------•-------•----•-------1 Equipment Class---------------------------------------------------SPLT AHU Floor Area-------_------------------..................................................295.0 ftp Air System Type.................................................... SZCAV Location...--------...------•----•---------------------------Miami IAP,Florida Sizing Calculation Information Calculation Months----------------------------------------------Jan to Dec Zone CFM Sizing..-.................Sum of space airflow rates Sizing Data..............................................................Calculated Space CFM Sizing................Individual peak space loads Zone Sizing Data Maximum Maximum Zone Cooling Design Minimum Heating Floor Sensible Airflow Airflow Time of Load Area Zone Zone Name (MBH) (CFM) (CFM) Peak Load (MBH) UP) CFM/fN Zone 1 8.7 477 477 Oct 1400 3.1 295.0 1.62 Zone Terminal Sizing Data No Zone Terminal Sizing Data required for this system. Space Loads and Airflows Cooling Time Air Heating Floor Zone Name/ Sensible of Flow Load Area Space Space Name Mult. (MBH) Load (CFM) (MBH) (ft') CFM/fe Zone 1 Sunroom 1 8.7 Oct 1400 477 3.1 295.0 1.62 Hourly Analysis Program v4.80 Page 2 of 3 December 21 2014 Hand Delivered Village of Miami Shores Building Department Village of Miami Shores 100050 NE 2"d Avenue Miami Shores, Florida 33138 re: Di Geronimo Residence - 66 NW 107'h Street Miami Shores I have reviewed the following Product Approvals intended to be used as part of the Di Geronimo Residence Sunroom Expansion at 66 NW 107th Street: • NOA No. 11-1114.14 (Series PW-220 Fixed Impact Resistant Window for HVHZ) • NOA No. 11-0107.08 (Series SH-700 Horizontal Sliding Impact Resistant Window for HVHZ) I approve the use of these NOA's as to the best of our understanding;we believe these products to comply with the design specifications. Warmest personal regards, Todd Osborn, RA, LEED AP Architect of Record, Reg. No.AR 92877 cc: Orlando Oroni,General Contractor t ®MD MIAMI--DADE COUNTY,FLORIDA PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,AND REGULATORY 11805 SW 2&Stmt,Room 208 AFFAIRS(PERA) Miami,Florida 33I75-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)3I5-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mJWWade.nffl&& res/ PGT Industries,Inc. 1070 Technology Drive North Venice,FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed and accepted by Miami Dade County PERA -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. PERA 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"PW 220 Picture"Aluminum Fixed Window-N1. APPROVAL DOCUMENT: Drawing No. MD-PW220-01 titled "Fixed Window Installation Guidelines",sheets 1 through 8 of 8,prepared by manufacturer,dated 04/01/11 with the latest revision"A" dated 10/19/11,prepared by PGT Industries,Inc.,signed and sealed by Anthony Lynn Miller,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and Expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:None. LASEUNG: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, modeV series and following statement: "Miami-Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA No. 11-0509.02 and consists of this page 1,evidence pages E-1 and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D.Gaseon,P.E. s NOA No.I1-1114. `GIN Explratlon Date: vg , 8 12 Approval Date: February 16,2012 Page 1 PGT Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED •�..-rti+ DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted ander NOA-'s No. 11-0509.02) 2.. Drawing No. MD-PW2220-01 titled "Fixed Window Installation Guidelines", sheets 1 through 8 of 8, prepared by manufacturer, dated 04/01/11 with the latest revision "A"dated 10/19/11,prepared by PGT Industries, Inc., signed and sealed by Anthony Lynn Miller,P:E. B. TESTS 1. Test reports on: l)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 4)Forced Entry Test, Type "D" window, Grade 10, per FBC 2411. 3.2.1,TAS 202-94 and per ASTM F 58847 Along with marked-up drawings and installation diagram of an aluminum fixed window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. F1Ir6482,dated 03/24/11,signed and sealed by Marlin D. Brinson,P. E. (Submdlled under NOA No. .11-0509.02) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2007, prepared by PGT Industries, Inc., dated 05/03/11, signed, sealed and dated 08/05/11 by Anthony Lynn Miller,P. E. (Submitted under previous NOA No. 11-0509.02) 2. Complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of conformance and compliance with the FBC-2007 (with the 2009 supplement) and FBC 2010, dated 10/26/11, signed and sealed by Anthony Lynn Miller,P.E. Jaime D.G n,P.E. Product Control Section Supervisor NOA No.11-1114.14 Expiration Date: August 18,2016 Approval late: February 16,2012 E-1 PGT Industries.Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS(CONTINUED) 2. Statement letter of no financial interest and independence,dated 10/26/11, signed and sealed by Anthony Lynn Miller,P.E. 3. Letter of Adoption of as his Own, the Work of another Engineer per Section 61G15-27.001 of the F.B.P.E., dated 10/07/11 signed and sealed by Anthony Lynn Miller,P.E. 4. Statement letter of no financial interest;conformance and compliance with the FBC- 2007,dated 04/14/08,signed and sealed by Anthony Lynn Miller,P.E. (Submftted wader previous NDA No. 11-0509.02) 5. Laboratory compliance letter for Test Report No. FTL-b482, issued by Fenestration Testing Laboratory, Inc., dated 03/24/11, signed and sealed by Marlin D. Brinson, P.E. (SubmWed under previous NOA Na 11-0509.02) G. OTHERS 1. Notice of Acceptance No. 114509.02, issued to PGT Industries, Inc. for their Series "PW-220 Aluminum Fixed Window — Non—Impact", approved on 08/18/11 and expiring on 08/18/16. C� Jaime D.Gasmen,P.E. Product Control Section Supervisor NOA No.11-1114.14 Expiration Date: August 18,2816 Approval Date: February 16,2012 E-2 + r GENERAL NOTES.SERIES 220 NONdMPACT FIXED WINDOW 81.70-70-TUP Wm7H OTHIS PRODUOT HAS BEEN DESIGNED&TEBTEDTO COMPLY WITH THE RECIAREMMM OF THE FLOFUDASURWNGCODE, 6VBUCK WmTH INCLUDING THE HIGH VELOWY HURRICANE ZONE*NM 58'0'rf•m=WmTH 2)SHUTNERB RECUSED WHEN USED IN WMID�tNE DEBRISREGIONS. vM>�E LIGFR WIDTH 3""r VMmLELttBiTWBTRI 3)FOR MASONRYAPPLICATIONSINMIW4)P ECOUNTY•UMEONLYM OOUlfrYAPS 1'A I+- MAX 1� MA7E�S USED FOR ANCHOR EVALUAWNS WEM SOUTHEWTE tl PINE,ASTM COD O MASONFY UWM A D OONOmm MA B O C IMAX• --i I"` D WRIT MIN.KM PER ANCIM TYPE.SEE TABLE S.BHEET& C C 4)MSMWMAYSBUSMOMWOMAGPERTABU1,8FIEHT&ALLWOODBUtdUBUESTHAN1-1R'THICKAIETO A A BE CONSDERED 1X INSTALLATKM IXWOODBUCXBARE O ff UNITE MIS7AY.1®DMILYTO SUBBTRA7E.WOOD - SUOK9DSPmTEDA87XARE1-IrTI=ORQR,FATM IXAM2XMXMMMUMMSI"iMoMMMTOMWMLY TRANSFER LOADSTO7HE STRLMURL WOW BUCK DEBIGN AND I NSIALLATtOI 18THERESPONSIBUMOPTHEENSINEMOlt — 88' ARGIREOTOFREOM = rrMAX OX% HEIGHT E �GI8 B)ANCHWS BEDMENTTOBASEMAT9SHALLBEBEyONDWA&,L=M CRSUD=USE OF T VISIBLE 18MAXV UBHLEGABONTABLBS&4,mIETB&4NRWX> TEA1ANTMIDONALLFRCOR �7BRAE e• swr D18IAUATmP1ANpI0�8HOULDBESEAU?D.OYERALLg7RATELiYF�tWW7®tANCECF j ` HEIGHTLIGHT WTALLA7tON SHALL BE DONE BYOYHEIE AND M SEVON DTF0:8tmPE OF THESEINSTRUCTIONS. !_ HEISHT 0T 1 w TIP-7O 1_ XC 8)SHOIEAMRWMMATPAMANOMU ATMWHEAHTHEPR=WMWTRA 1TOMaWSWATEUU8NM 'ro' S•MNLO.C., HEKW CAPABLEOFTRM IBAPPLBALCADB.WOODBU Mi OYOTHER8KWBEMff=MMYA TORMWWAN ANIGIALEDSLASS RiBDworm sY7HEWINOWv. ANEGATIVEDESIGN LOADS SUM W78TRt/CIURALTESTPRE88URE,t ANALYBMANDGLASs1Ei M MIN= T B.POUMOSSIGNLOADSRAMONWATER7ESTPRE88URE,SR&JOTUBUN.TE mwsuwRUAMEANALYSMANDGLASS PERASTMElam MAX B IrMAX. I I 8•MAX.O.C.ANNEALEDGLA88 407HBA*CHORAGEMETH MOIDAINHAVEBSBNDE TOR u THEWINCLOWSOCINUMMIDINGTOTHEImmm 'moi II�� yMA7(OC,TI3t tUASB DOM Ply.THE SS 1899 wRm BdORIEm HAS NOT BEEN Um St TIE DEBMN oFmm PADDUOT.7HE laws MMVON nMemF aLaRLBTIiteauloFPLowDarANCE TYP.FLANGED FRAME ELEVATION TYP.INTEGRAL FIN FRAME ELEVATION 9)RdCES 7E8TREPORIBFTLIBTRA�NNCA ELCOfZE1�1®INDN�ANaND8,7008FORWOOD (TESTED UNIT) (TESTED UNIT) CONSTRLICTIONA DADWMALUMI UM IMANWLL. DUDETOTAStJi=8: 10)THEM SEIM MEI)WINDOWWAS SNUIRICYNNOWNASTHE888DSM=p Mg Rva"CROM 81511119 Q'IN MAMA, WINDOW MAN DP OAC. 0=700EE18: SHAPE TYPE TABLE TABLE SQUAIIE OR Doom Dp0E8..-...-...-.....1 SHAPES ASSMfltBELOWORSBSLAR,MAYBE USEDBYI THE INAROfBI REt"f.AM AR ANNEALED 1 8 GLALINGDETARS.____Mr A AND OBTAMM DESIGN PRS FORTHAT SL MSEEPROM 71-ETAM M ON 8l�T2 F►— SQ R OB8L Z 10WANSULAR INSTALLATION, NSTALT ' 4WIDTH WIDTH---I WIDTH--j WIDTH-►I MALLAKKB1 - T T� T WPM ANNEALED 1 7 ANCHOR WAGNG,AN_....._S ANCHOR SPACING.TEMP:..-.-.8 to �' m T z S of ASSEMBLY EMBPROFLYES._ __ 0 1 1 LL ioEPARTS LMT e e�cBu PREMIE RAMS u�acT RA78d0 Imo-WIDTH--I F+WIDTH-►i VARIER, NOTRaTEDFOR Nom-WIDTH^-+1 Ire—WIDTH—�-I j — —1 1 SERSHERTz MPACTRP.BMTANCE OTABYMBD � � rrrrr gas M acne so a�aogt" J.J. 10/19/11 0 FW LFOATE DOW -4 WIDTH h- -+I WIDTH M»- � k Ido.50708 - �-WIDTH—�I i ' a'•4 o h ji,� GENERAL NOTES&ELEVATION J ROSOWSKI WIDTH--•I ~%�O••• sT��, ,ovo tBCla�ooY pRNE >� N' FL FD(:D WINDOW INSTALLATION GUIDELINES 4/01/11 L m 3W4 soeNr, �' aLnb4Wdl�PE &1110F as P.Ba88I06 CERT.of Am.t PW 220 NTS 1 OF 8 MD-PW220-01 q r ' TABLE 1: Design Presume WforasFromsTypes Owes:3M0lorI`Anneal®d(bSa Ucnofldlborbre lew Frame AB From 41hel e IAV wdepnj•0 am as' W so 02 00 88 72 78 Be 84 90 08 102 1m 120 tso t4a- to 1 1�T0-T0•TiP FoR �e FLANGE VMWOWS SHOW FOR FIX 2D 4frL3 4&7" 416 WAA # # # # 8 4 V0 ORB MURAE98t�, XLP # •04 # 1 #87 8LlBTRAOTI•. + .8 # # •!. 20 • 9 # #60.4 +!- # 48A # #bl1 +/- # # # # #41 7 # # # # 8 # .1 7VWe- 32 W. #81.4 4 +/• # 0 34 %Lslko # A 8 41.8 # QP a 41-47.9 # 40:1 46A # 4 40.7 #40. # 40 41-464 41-4LO M co K #� •F # ♦ TABLE DMRSM6MAY BE z 4 4442 4& TENTED VERTICALLY OR +J641.9141-4131•me # t HORMOWALLY AS SHDWX d' ww 41.42A 4,%41JI LONG 7 W L3 m BIDE +/-48.8 Low 81aE (' � TAN22: T DesIOnP►emins(pdfltorallFrameTypes Ohm:3M8"orlW`TsmpsrodSias,bloneftleor bmubod FIN=AtlFraare$hemSHORT �j am ; IL tdlg Bide ?0.494 77 BO e2 84 W 00 92 99 M 102 tae it0 176 '190 19D iso 1W 144 148 + --4 *=T Vr 4V L ��111 gg1E a� 40 41- 91. # # #rat #71.9 �.., 42 81 1. • # r8.2 # Of-7416 # &Tr.2 401.7 ♦ # t • ♦ 7t. #W I+— LONGSWE --- i —, 2 g 4 # $ # •a A «. 80.2 T— I (/� la Is Vw-*m-4mq 41-SLY "IGL914*67.9# e # a9.1 qtr I� # # # ames # 90.2 # L.1 70 41-OL itaKwIll; aim a * — liz 74 ;rffgl;xga! I"N=GLASS STAIX e6 a718•aRuraME{LEo M 3MV OR IN ANMEAM aa•No7e.S.4eBBrXac ORTEt4PEMGLASS 10 ORT OLASS OROA d b 10 1p Sol 8 8 8 S 9 8 ]A 1 2 GLASS BITE 1 2 GLASS BRE 1 2 CLASS Br1E *• .. Ni- 18 90 18 g 11 18 4 �19 _ ,• � 1°I.G.GLA2ING2 �_ 'W A� MONOLITHIC GLAZING DETAIL DETAIL FLANGE OR 314°I.G.GLAZING DETAIL �`�: FLANGE OR INTEGRAL FIN FRAME INTEGRAL FIN FRAME FLANGE OR INTEGRAL FIN FRAMEyt' • '��.�� 4 FLANGE FRAME SHOWN INTEGRAL FIN FRAME SHOWN �'' �` RR� ( ) ( ) (FLANGE FRAME SHOWN) �. ��1j11lII{}\}t INSTALLATION DETAILS FOR FLANGE FRAMES 2X , EDGE �E NOTE 2.THI88HEET W8T/1NCE TYP.ANCHORTYPE. 1 1K•MNt 7O?AL .a•:•.•• CO�iE'ram IA1 PER 2X WOCD BUCKPW AND ED8E 018TANCE PER 114* CANnLeM Ar `: .� ANCHOR fmcipsumm CR FRAMW0,8BE 81188TRATE,8EETABLE 3."8HEET 1 .. NOlE2 T1108NEET y•:;'•. 1T 18 8 10 INSTALLATION orn9mo +:•�: J: OPTION A a a CDI�iT SIMPER A TYP.AHCM)RT1iPE.E I1 BA3TALlATKMt aNa `rI '� b. : AND EDGE DWAH/E PER ATD1i0R R MMM SUBBTR msEETABLEs.Tmmw THROUGH THE FRAME �Orvm TYP.ANCHORTYPE. 8HMEN ITANDEI)SE ;�!•• DISTANCE PEi8t881RATE �:r INSTALLATION 10 8FE TABLE S THIS 8HL1 T .a.'.'y••. 'a :: •� EDGE OPTION C INSTALLATION '• .. DISTANCE OOTTALLATKIN ANCHOR ON TOP OF 18 OPTION C TexER vre��Euo�rwn�TH•wna+ecwmTH-1•tUte• g �:•.:, nEsEAUlo D ALLATION Il. WOtDOW8tX2CWDTH ANCHORCKTOPOF v TIRT0-TIPWIHD0WW0TH B woom 17 THE BEADWO mew mm p HORIZONTAL SECTION A-•A mTO•TIP 012 STM woo= TABLE 3: HEIt01T womem � 18 TABLE3,7M AndW AndW 8trbebele ad" U• HEIGHT• SHEET 0-0 MIft a Em6efterd Wow= A U4.410as emorete IN ISO M= pMSTALLATION 18 cdebg%x CMU,UIB7M m 1• 1 U4• HLeR01T- 1-tuts° METHOD E — IN fol,mm� v t ur 8 MMTPU ATKML/ -•►— P.T.Gomm Piro(80..88) 9H8 ANOHOR 1 0 0128te SWw Aha*am SOW-15 mh aw Iff INSTALLATION 11 •TH (�f stud,sr 33 W&438• 0.0398'PD Iff OSB 1!4" BEIBA / I E APPROVE MULL ON C lW 41088 P.T.qVA=Pw(ee-."I . 1-w MN1'AOWN J/J FRAMM OR(IBEESINWATESFEE81UD. nn� 1.(�187M C 2417 GEE SUBBTRATB V 1/4'SW lel P.T.SwAhem Piro(SO.est 1° 1.48° IAOATH -7 TABLES.TH188HiT THE f ?XYMOOD BtX7fBTR1P, t?aglsls(min.2.7 bdI t° 119' 18@E NOTE 2,THM BIT eMqvDM "•� ;.' 1XMK2iETE PER yr'. :,t. :,:. ANCHOR • .•.�, �. �i .• •♦• may,..•. FtEQUBURAERT •.wwV{ RINM •• ft �mN •TY�. IT 111111/ 8 w101droFlal -4 mmNO DISTANCE AND EDGE 0101ANOE PEMt `�� ,(LYNN MQ,-�i,� HA GE Tme + 4 8U88M'M8EETABLE3,T=$HEET `.�,tQ •" `SCR ',, J.J. 10/19/11 a HolmVERTICAL SECTION B-13 �' ` * Ras..ernow �' 56705 1)tlBE&LY TRA� TED TEAWMML CNTABLE30FTH18&iMT.F�V M. ANDEDOE �fir: DBTTANCELoom ANY wrALLATmNoPTK1NBHomMAYBEL ON ANY SIDEOFTHEW 00W. 27 2)MASOMAKOMRS MAYBE uBEDOMWOODASPExrABLEatN8&EEr.ALLa0Weu=LEBSTHMI-1n•mM ;.o:aqf = FLANGE FRAME INSTALLATION DETAILS J ROSOWSIQ ARETO�( 1X0�TALLATXMIXWOOD=XBAt&CKK AL IFtMrMMIALLEDDlW%YTO8l88TRATE. � '_: WOOD MXMDEMTEDA82XALB:1•U.TTH OtioREATER1X1Nm2X8UCK8(tlR�VU8�8HALLBEDEBKiNEDTo �,O'' V1'• �): 1� � wxadw PROPEKY TRANSFER LOVE TO THE STRU TUBE.WOOD BUCK DEEM AND 089'1•ALLAT�I M THE R IDWY OF THE r�� .: N FL� Fs FU(=D WINDOW INSTALLATION GUIDELINES 4101/17 EN ORARCHI EO1'OFRBCORD. ��, SIONAV�.`� FL13W4 g ftdw Nos Alae 3)1/BIBLELKi1tTVRDTHC1eHElOHr{ALBo DToaBOVIrLKBiro )IBMeAB DFROAIMWa7oEFADNc1. aLFF� PB SRI.or am#288 PW-220 NTS 1 30F8 MD-M22"l A INSTALLAMON DETAILS FOR FIN FRAMES EmDISTANCE EDf9? ��LEm DISTANCE 114.80a s" tAP 80a ommom2XW�BUt2�7RIPORPRAA6N9, /� 2X WOOD TRIPORPRA�i. 8EE NOTE$SUB8TRATBAPTE I'/` 8EE NOfE 2.TNiB BMEET HORIZONTAL SECTION C-C TYP.AN(2IORTYPE, rIT - ene NrAnmEDOE 2XWOW8tx2{8WOR olBraNCB PER8U88TR11TE ESE .eEE � BEErABLEa,TH�BHEET DISTANCE INSTALLATION 'MaNHEE1 2 to 17 18 9 INSTALLATION' a OPTION D °� UWALLAYM MALLATIN A (SCREW) EA48EWI�VT THROUM IT E AMMFM THROIx�iItEFW 2 Ira•AIAXB}16N �L 10 TYP.ANCHOt(TYPE, 8 TYP.ANCHORTYPE, EAIrAND ED(,SE B6�I►ENTANDE09E map= DWX4MPER8U9SIRATE. Dwm=PER 81�TRATE, S TABLE4.THIBBHEET BEETABLE4 THI88HEET NIBBLEumWmma{�mw8(X2(W@TH-1-11fl8• %vom yg 1T wwDmm=WIDTH meow 2 WITH FM REMOVED HEK9FR t VSE 19 MST�� 1A"°°"'I ' MULLION SECTION L83HT HEow. MIAMFDADEAPPROVFDmu LION, 19 W (SEE 88PERATE wft mAy 8E INUCK VERTIC&OR HORMONTAL UM _ HEIOHr- U4.8OL 8EE aMSTRATE JZ 119M8• RI= A W4.T1�*W. v 8 xnmm � 1 V TABLE4 OM 8Ba ADn PEI ALW1@1(tMMPRAWN0di8'R89. 8 o Embadnsnl STUD.om BL839IRATE PROPER11E8. x. 18 TACE 4,TIN 8HHfi7 2.VCx.=*Cxm m and P..em m t89 EB? 218• 27118' TYP.ANCHORTYPE. 2-lWxA4rFWftNo3 P.T.8oW mPtm(89-JM 318• 2-TAIr P.= T1 DST BU�TRATE EDGE DISTANCE 91084eet anA4mdmxn,80 76 min aw 118• 8EETA&94,THMV*BT 8leel8htl Ot 83mbt 3B° O. p00O EAABED8�1T �� A369%W 3V Iff Pmov=Rrnm 2xW000011MC RWORFRAMIN9, INSTALLATION SEE NOTE X THW SHEET I I I I I I 1 N EAo xb� .1 WALALOPTIW VERTICAL SECTION D-D �•��'�LYNN 4�p�'', ` .. o NWWR�) ��,; J.J. 10!18/11 ETH 6 TtBtOiX#1THE P91 : B M*w Ido o0 or Aaw7mx 6VQfk: M. FIN FRAME INSTALLATION DETAILS J ROSOWSKI Ion vmmmuw mm mm vow I)IMWCY TRATE TEANC LIBTMCNTA81.E40FTHO&EEr.FOLLONEM ITApmEM �i N• +R•-4 DWANMUMr S.AW=TAwTMCPTM8H0VMMAYSEUI0oNAWSWOFTHEMCM '� SIONA � �T�a FIXED WINDOW INSTALLATION GUIDELINES 4i01/11� 2}V2 BLx#ITWmT!(dtHEtOF(T(ALBpREPERF�TOABDV1YL�iTOP1 18 Ff�1108EADp�IATOtiFADMO. A P PE mu.or AM inm PW-220 NTS 4 OF S MD-PW22O-01 A 1ABLE& OMWrRSVISED Rbximum Anchor Spachtg Allowed,(in) glass:3118"or 114"Annealed Gins,Monollitile or hiaulabed Frame:Square or Rectangular m a _whh dwijMwA LO V SWe On)b 83.87 88 87 so 02 s8 08 77 75 80 84 IM Be 102 111) 120 130 144 145 0° Wt AndwGmip0 A C A C A C A C A.B&C A S&C A B&C A,S&C A.BaC A.S&C A.S&C A.B&C A S&C A.B&C A B&C aB&C A.B&C A.B&C A.S&C 18 Shat Bide 18 18 18 18 18 10 19 18 1s 1s 1s 18 18 1s 1s 18 18 18 18 18 18 18 18 tOMm 98 18 1s 1s 98 18 18 18 Is is 18 1s 18 18 1s 18 18 to is 1s 18 18 18 20 Short Side 18 16 18 18 16 18 18 18 18 is 18 18 18 16 18 is 18 is is 1s 9s 18 Q q Lorig Side 18 101 1s lei 18 18 1s 18 18 18 is 18 18 18 18 18 18 18 18 18 i8 1s P Shat Side 18 181 18 181 1s 18 18 1s 1S 98 is 18 1s 1s 18 18 18 /s 9s 18 1822 r1. Lam awe 1s 19 18 1s 1s 18 18 18 9S 18 18 18 18 16 1s 18 16 1s 1s 1s 16 24 8hoat8tde 18 is 1s 18 18 1s 16 1s is 1s 1s 1s 18 18 to 18 10 18 1s 1s U 1 VV Bide 18 18 18 18 18 1s 18 1s 18 18 18 1s 18 18 18 t8 78 98 1s 1s $ha[8ide 18 18 16 18 16 18 1s 16 18 18 18 18 18 18 18 18 18 18 18 .� Lang Shy 18 18 18 18 18 19 i8 96 is 18 ie 18 1B is 18 1e 18 is is U 20 8hat81de 18 18 18 1s 18 18 18 1s 1s 1s 18 18 18 is /8 18 1s 18 (7 8kle 1s 1s is 1s 19 1s 18 9s 98 1s 18 is 1s 18 18 18 1t1 18 shatstde 18 1s 9e 1S 1e to 1s 1s 1s 1S 9s 1s 1s 1s is 1e 1s aD LOM SM 9s 16 9S 1s is 18 9e 1s 1s is 1s is 16 1s 1s is 1s F tL 32 Shat side 18 16 I 1s 18 16 1s 18 16 1s 18 18 18 18 1e 1818 Loveuie 1B 181 1s is 1s 16 18 18 1s is 18 18 18 is 1s 78 as 34 Short oft to 98 19 18 1s 18 18 1s 1s 18 1s 18 1s Is 1s $� suis 1s 1s 1e 1s 9s 1s 9s 1s 9s 9s 1s 9s se 9s 9s a 38 abet sure 9s 1e 1s 1s 1s is is is 9s 9s is 9s 9e 1s Lamm 9s is 1e is is 9s is 1s is is 1s 1e 1e 1s Short m is 18 18 1s 18 1s 1s is 1s 18 1s36 Lars 18 1s �- Ll• $we I 1s 18 1s lei 101 98 1s 98 1 18 18 18 16 18 a d' shmt8me is 1e 98 18 18 1s 1s 18 1s 18 1s 16 4s4424o8 4s say 18 1s 18 IS 9e 18 16 18 is 18 1s I Ws 5. 18 18 18 18 18 18 18 1 1 10s 8 18 1s 1s 1s 18 1 1 1 1 18 1 9 is s 1 1 10 1is 18 18 e 4 &rod 16 18 4 14. 10 LI 8 1 8 18a 1 14.2 18 14.8 6d Isle 1&4 1s o 88.7 1O gal To 18 KOM 1 TABLE FOR ALL GOAREORRECTANStAA WMW8THAT1RE TABLE DIl ONSMAYt BLAMED WFTHANNEALEDGLASS. ORIENTEDVERTIGALI.YM �• � t{ORfZONrALLYASt�M1. 4g`'�'• b_ _AGRaBFWWN TABLE W-TOTHENOTAVASABLEMTHORHMIT LpNp r o d��j i s) A Br�ruRaLswtpEvrBiaovre.ti�THErA�EsavaHeEi7. F-•—LMME --«-i 4)TMMMMWWMANDHWWMOkYBEFMVBMMYOCWMAMORE Yya,• a (�DJ n ALXAIRATERESULT FROM THE TABLE(BEE FIGURE,TMSFIEET SHORT WE ��9�'•. ��('�� < 8)TA TO-T1P OIMEI9gtO O FOR PLANGE WNO)MS WM ML FOR PIN WMM OR mw SUCK DDIENSIONB,BUSTROCr 1•. aimi��i 1 i 111 t t t tttt ..f"I i, TT, T m SENUL��■� ��■��■��:� os-� Ear---z- ot�r�E��o�uor�E�o44��uc�vWERM WEr�ruc� r--[,.-,.mm[t� ru�cs�mmEc [u��*�r:aim[i�m[ rmEta� m�s�m�aar.a�a E*-t m&a]Km ��r av[ mEll Lin m11-21 g:a InA c cpm mm r E-r--uualmmarty mmmmu�a��v¢�®o[�aosm�a�ma��[ mrmm� ��'�m6b]��©fII]�7[:JiI:7dL1Q1�G37f9�Q�[�m[r`l•70f��i..7T itS:]fT37fI&7C37fi.T.'][i31�Lrt3] Er I4,pmmC�©a37cSlc [CS7[nmm[T�L m"mm"""f.' lam[Tirr]fL7pfmr 3l E--'T-'�mGT]®LT:7�C:]Q�mQ.T][I3�6'�C.:]fLi]�'7fLI]Q.94�fi:'7fL�lmd'C7Q.,]T fi3]©�L'�f.'T7t Q3JQT.,.7fL�] r[* a[ [ mm©[ 7p [LT7GT7��C7r31mm�9�[J�a�C�7C31CT][�fLlfT7pr� "msumacmEm[vi[ ma�Emm umma:�Qva�ru�vo®mm m�E�E�uiE:�E:�©Ea E [ �c EmE.�of�E � aEL�mE�E ESE f: CIA T. c�KUL1.3 Emgm, mmE V523- 11:0 " mKai" 7[31E37lat.:l"r—r7Ci Kal"mEalcuff 7�T7[�ES7f�]E�[3if�liLTl��[��]<�ELSIm ., • ME 7 �E ® asE ��:�Ea�of�r:it:aEEEE.� mEtEiE ¢�Em®Er�fm _ NE- 4 �"v "[xlf [31mm 7m�?7©E S7E mm[iS][S7Ec37E piF3iE rl[3lETilrn[dlcLT]EcLl ° l r 7CU"T, [TJmI.S]E37[L37Em[S�Ei3.lEA¢T][�[L] • n \ LTZ�L7[tit3E37�I1L]EL[7L7E?7ET]�E7EY�7LJmf �ilm[37ECr]mEL7[SIELT]EL]miLS7C?]C&l[c37[ 7ELb7mLiE S]t [ �E�Kaj Mal a—T L"Isf S]m •"< • 0� arm®cs��Em�vmmE e E m mmrsxE mKK"m mm K"TJ[nmE��mE T�ri7ELSlE3'7[� E�T]c�EL_7EW'][:SEL]E�L�7E:s][L�][S�IEP.uC:TJ�*7ECTJE�3'] t � EA En EvTf pmE r E mmmr z �r:�•, E.3][L][S�E::'7fr?.7[T�ELIlma. �[LS7fS][�Q�[IT7[76..]<:.T laaw 1a.3 ~ Em[ ua�mIan mfmr�E mmE�[r omILMIZA �e f E ELv • E [ ff�C�f [ 7�7CL]E.ti7Ei:]GT][�7EL:7[IS7[TJE lEu][�mQ 7L7 T I lE P.. 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PW-220 NTS 8 OF 8 MD-P1N220.01 I A MIAM{•DADE MIAMI--UAUE COUNTY,FLORIDA on PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT(BNC) 11805 SW 20 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami,Florida 33175-2474 T(786)315-2590 F(786)315--2599 NOTICE OF ACCEPTANCE (NOA) www.miamidede-novbulldina Arch Windows,LLC d/b/a AWP 8130 NW 74"Avenue Medley,FL 33166 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami—Dade County BNC- 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. BNC 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"6900"Aluminum Horizontal Sliding Window—L.M.I. APPROVAL DOCUMENT: Drawing No.W10-78,titled"Series 6900 Alum.Horizontal Sliding Wdw. (L.M.I.)",.sheets 1 through 6 of 6,dated 11/18/10 with revision"A"dated 03/23/11,prepared by AI-- Farooq Corporation,signed and sealed by Javad Ahmad,P.E.,bearing the Miami—Dade County Product Control Approval stamp with the Notice of Acceptance number and Approval date by the Miami—Dade County Product Control Section. MISSILE IMPACT RATING:Large and Small Missile Impact Resistant. LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series and following statement: "Miami—Dade County Product Control Approved" unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami—Dade County, Florida, and followed by die expiration date may be displayed in advertising literature. If any portion of the NOA is displayed,then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA consists of this page 1,evidence page Irl,as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D.Gascon,P.E. NOA No. -00 .0 p1 6AVExpirationDa ,� ll Approval Date: April 21,2011 Page l Arch Windows.LLC d/b/a AWP NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W10-78,titled"Series 6900 Alum. Horizontal Sliding Wdw. (L.M.I.)", sheets 1 through 6 of 6,dated 11/18/10 with revision A dated 03/23/11,prepared by Al Farooq Corporation, signed and sealed by Javad Ahmad,P. E. B. TESTS 1. 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 4) Large Missile Impact Test per FBC,TAS 201--94 5) Cyclic Wind Pressure Loading per FBC,TAS 203-94 6)Forced Entry Test,per FBC 24113.2.1,TAS 202-94 along with marked-up drawings and installation diagram of single hung window, prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTI.-6263,dated 10/14/2010,signed and sealed by Jorge A. Causo,P.E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis,complying with FBC-2007, dated 12/01/2010,prepared by AI Farooq Corporation,signed,sealed and dated 03/04/2011 by Javad Ahmad,P. E. Complies with ASTM E1300-04 D. QUALITY ASSURANCE, 1. Miami-Dade Building and Neighborhood Compliance Department(BNC). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 06-0216.06 issued to Solutia Inc. for their"Saflex IIID Clear or colored interlayer"dated 05/04/06,expiring on 05/21/11. E. STATEMENTS 1. Statement letter of no financial interest,conformance and compliance with the FBC 2007, dated April 30,2010,signed and sealed by Javad Ahmad,P.E. 2. Laboratory compliance letter for Test Report No.FTL-6263, issued by Fenestration Testing Laboratory, Inc.,dated 10/14/2010,signed and sealed by Jorge A. Causo,P. E. 3. Proposal issued by BCCO,dated 03/08/2010, signed by Manuel Perez,P.E. F. OTHERS 1. None. r Jaime D.Gasc@4 P.E. Product Control Section Supervisor NOA No.11-0107.08 Expiration Date: April 21,2016 Approval Date: April 21,2011 E-1 ' e•AUX 11'MAX. FALSE MUNTINSSURFACE APPLIED H A oFnomL �. 5 8'AUX. 10-3/8'YAX. /SLI A FiEAG ILL �i It AVERS C - ----�� ---_ r-- Q n----1 - If - i� D n D ;a� •,�� S S4o If 11 3r = ----------m-----rr-- �d �� h u �i u ❑ � � a 33 7/e• 34° 34 1/8' 3a 1µ° 34 1/8° D.L OPO. D.L.OP6. D.L OPO. DL oPG DL oP0 a 36 1/4° 36 3/4' 38 3/4• VENT WIDTH VENT WIDTH VEN MflD1Ti 74' 111' . WOi"WIDTH W WIDTH Q� TYPICAL IIEVATIONS TESTED UNITS ` Z n LLT �3 =all slyRlrs saoo � ALIJDgI�TT X HORIZONTAL SLIDING WIND01� DESIGN LOAD RATINGS FOR THESE WINDOWS TO BE AS PER CHARTS SHOWN ON SHEET 2. APPROVAL APPLES TO SINGLE HORIZONTAL SLIDING WINDOWS, 1/8'ANN.GLASS g ALSO COMBINATIONS OF HS./H.S. OR HORIZONTAL.SLIDING WITH OTHER Y Q WINDOW TYPES IN MODULES OF TWO OR MORE WINDOWS USING MIAMI-DARE COUNTY APPROVED MULLIONS IN BETWEEN. 1/8'ANN.GLASS LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL WILL APPLY TO ENTIRE SYSTEM. _ THIS PRODUCT HAS BEEN DESItTNED AND TESTED TO COMPLY WITH THE OE 26W REQUIRMOM OF THE FLORDMA BUILDING CODE 2007 EDITION INt WI DING DOW m HIGH VELOCITY HURRICANE ZONE(MM2)• THESE WINDOWS ARE RATED FOR LARGE &SMALL MISSILE IMPACT. ` WOOD mma BY OTHERS, MLJ,ST BE ANCHORED PROPEI$.Y TO TRANSFER r n SHUTTERS ARE NOT REQLIIREO LADS TO THE STRUCTURE. =' ANCHORS SHALL BE AS LISTED,SPACED AS SHOWN ON DETAI S,ANCHORS n�AVORD CIVIL T AHM EMB NT TO BASE MAIERW.SHALL BE BEM WALL ORMINC OR SNOCO. FLA PE f MU ANCHORING OR LOAD{NO CONDITIONS NOT SHOWN IN THESE DETAILS A 1 dmem�.**v4bdw ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE IS USED IN OEM OF ANCHORS INTO WOOD ONLY. 1lt0Y17 drordng rro. M A7MMS It UroOiG tglT NOT LMNILED TD STEW SCREWS,THAT OMIE INTO W10-78 CONTACT WITH OTHER TAST N MATERIALS MEAT THE MEMS GLAZING DETAIL OF 2007 FTAMA BLOC. CODE SECTION 2003.8.4. sheet of 8 DISumT LOAD CAPMW-PSP(i0 08 02 BT B) D88118N LOAD CAPACN4-PSF 0=BIM) D881GN LOAD CAP=ff-FSP OW WM �V 1PDNDOB DnM A 5 IB'LAN.OLM mama DDRB, A 5/18'LAM auss MID"DDas. A 5/16'1AJL GLOB ' 18OU1 Nmff EXTA+) I wt-) ww NWHI I E1Rd+) i DIT4-) WH IF f Eno) 1 IM.(-) 1a 24' 3 80.0 80.0 72' 7 GOA BOA 72' 1 7 60A BOA 36' 4 0041 BOA wa 60.0 80.0 84• B 60.0 80.0 48' 24' a 6041 e.0 98• 14• 9 80.0 BDA 96' 9 60.0 80A our 8 00.0 8041 108• 10 60.0 80.0 108• t0 80.0 au 72' 7 80.0 80.0 7Y 7 ODA 8041 72' 7 800 a0.0 2$ 3 �A 80.0 84• 8 60.0 WA 84' �• 8 BoA 80.0 dr 38' 4 80.0 80.0 96• 9 a" 8041 98• 9 80.0 BOA n 48' w 5 80.0 80.0 108' 10 60.0 Bow 108' �10 60.0 9" 90' 8 80A 80.0 72• 7 6041 80.0 72• 7 80.0 a" 72' 7 60.0 80,0 84 8 GoA 80.0 84' 48' 8 80.0 60.0 24• 3 60.0 80A B8 9 6041 80.0 98• 9 800 60.0 36• 4 a" a0.0 108• 10 8041 80.0 72' 60' 7 80.0 80.9 48' 48• 5 a" au 72' 7 8041 8041 74' 7 9041 80.0 60' 6 ODA BOA 84' w B BOA 78.7 1D8-1/4' 28' 10 ODA 8LO eXli 72' 7 80.0 a0.0 96' 9 00.0 8041 111' 10 8041 8" 24' 3 BOA 80.0 toe• -#10 6041 a" 74' 7 BDA a" 38• 4 80.0 80.0 74 7 80.0 80.0 108-1/4' 38-3/8° 10 BOA 80.0 48' 97' 8 80.0 80.0 106-1/4' 28' 10 WA 8041 111 10 60.0 BOA 80• 6 90.0 73,2 111* 10 8041 8041 74• 50-8 7 MA BOA 7Y 7 8041 80.0 74' 7 BOA 80.0 74 63` 7 9041 G.O 28-t/2° 3 60.0 SDA 108-1/4' 38-3/9• 10 60.0 a" A - NO. OF ANCHORS PER HEAD&SILL 37' 4 80.0 80.0 111• 10 80.0 80.0 53-1/8' 2� 5 6041 80.0 74' 7 60.0 80.0 Q 74' 7 �0 80.0 109-1/4' 50-5/8' to 60.0 80.0 m 26-1/Y 3 80.0 au 111• t0 80.0 80.0 M 37' -3,4• 4 90.0 80.0 74' 7 80.0 79.0 (1/818) (1/2111) (1/457 53-1/8' a 6060 au 108-t/4' 83' 10 60.0 60.0 3 74• 7 wo 800 111* 10 60.0 80.0 26-1/Y 3 Ka BOA A- NO. OF ANCHORS PER HEAD&SILL 37' 4 80.0 80.0 aD B 53-1/B' 8�' a BOA ODA 74' 7 su BOA OPERATINII VENTS TO BE 1/4 OF THE WINDOW WIDTH O 26-1/2" 3 90A 8041 37' 83' 4 BOA 800 (1 (1 (1 XOX 53-1/B• 8 WA 74.8 74' 7 WA 8041 A a N0, OF ANCHORS PER HEAD At SRI. OPERATING VENTS TO BE 1/3 OF THE WINDOW WIDTH $ L XOX o- e 6e9R eb XO OX RA PE 67am as w 110 , NOTE GLASS CAPACITIES ON THIS SHEET ARE 300 Q BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA08-DEC-219 ft W1O-7S .��• Bheet 2�8 TWKmL ANCHORS SEE ELEV.FOR SPACM TYPICAL ANCHORS lay 2BY WOW K SEE ELEV.FOR SPACNO AS • r__________ METAL � __ _ LION _____ a. E a, i- ":. a .' sTRUCTt1RE I MWIO— COtRJl1'AI7ROVED 1' Z I MULLION&MULANCHORS I I e <b..' .e.,. p• °•• I I I SEE SEPARATE ldtki I iI 0 ab ------------- WMAL SEE ^ SP,MG TMCN.ANMIM\ SEE ELEV.FOR SPACN6 Q WOOD BUCKS AND METAL STRUCTURE NOT BY AWP WOW. TYPICAL ANCHORS; sH Em.POR SPAcm MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM y4" DIA TAP(6N BY 'II W 01wt=K%FY-92 KSn AND TRANSFER THEM TO THE BUILDING STRUCTURE. 1/4" DUL ULTRACON BY 'ELCO' (AW177 KM.Fy"155 KSI) Q INTO 281'WOOD BUCKS OR WOOD STRUCTURES 1-3/8' MIN. PENETRATION INTO WOOD v THRU 18Y BUCKS INTO CONC. OR MASONRY 0 1-1/4' MIN. EMBED INTO CONIC. OR MASONRY 3 a 1go D 114 DIRECTLY 114TO CONC. OR MASONRY 1-1/4' MIN. EMBED INTO CONIC. OR MASONRY 0 M a 414 SMS OR §SELF•ORIIA MO SCREWS (GRADE 2 CRS) Z I��y tNM METAL STRUCTURES Ft 3 5{ STEEL : 12 GA. MIN. (Fy - 36 KSI MIN.) y Z ALUMINUM : 1/6'THK. MIN. (6083-Ts MIN.) OR (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) #12 SMS OR SELF DRILLING SCREWS (VAX 2 CRS) INTO MIAMI—DADE COUNTY APPROVED MULLIONS (MIN. THK. 1/8") (NO SHIM SPACE) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY - 2-1/2' MIN. TYWOO.McHm NTO W000 STRUCTURE - 1" MIN. 18 t FOR iPZi INTO METAL STRUCTURE - 3/4' MIN. 1 CONCRETE AT HEAD.SLL OR omm fo-3000 PS MIN. s b C-9DHMM/M= MOOK AT JAMBS fro- 2000 PS MR .� 2 FRAME CORNERS AND VENT CORNER SEAMS TO BE SEALED ` vet `>3 WITH 'SCHNEE MOR04FAD 5804' SEALANT. 3 0 W1 - 1-1/2' X 1/4' WEEPHOLES AT 6' FROM CAIRA.FE T � Ia :• a s SASH ENDS WITH PLASTIC BAFFLE. Iffinift I' P •s I •°. ' «..•e.•• ,.,•!•, :,e,'d a\ •? 1 .°. •°; ► :. 9 W2 m 1" LONG WEEP NOTCH AT EACH END aftIMCAL !i e I sm Rs 1/e MAX, SHIM 1/e SHIN TYPICAL*MORS VENT T1TD111 ,d11L SEE ELEV.FOR WIN= a D.LO. 10 Z SM EUN. © ,e o ® g 4 1 MAL SP LATCH 8 �3 STM 1ni 8 wow ...^'-'-SCREEN OPT. -......... wow Q g 4 D.L O . 8 Ilii EXTERIOR TigVDWT YADTFI XO LAYOUT OX OPPOSM O 1/4'wx V SHM VMT WWH VENT WIDTH p J 40 DIA 1/4-MML J 10 TYPICAI. © ,8 SEE ELLV. �� O 10 4t0 FR SPAC8,0 v.o Q d M MUCTURE �z ._ _SdtEEM opf. _._._. _._._. SCRE„DPL-.-.- a 0 4 g T DL OPO. T e EXTERIOR wow�� • 8 XO% LAYOUT ~-WE COUNTY TYPICAL AlIMKM APPROVED 1nA.= SEE ELEV.FOR SPAM dl AIULLRIN ANCHORS SEH SEPARATE NOA 1 nA. tgo C.A.,�1 .�1 1 J0060 a M9fid1$y � � it 8 l_..._31 ................-._._._._ TSA -' pi7 ,It0W11{g 110. W10-78 erreoc a of " 1.875 .887 PDRM Ii PART Ra RUANT6Y DHSCRDh40N MATERM1. NANUP: 1�"4 d00 1 YE-SON , FRAME HEAD 8093-T8 -.2037 I 2 YE-509 1 FRAME SILL 6063-T8 3 YE-50381 FRAME SIJ.DOW 6063-T8 1.437 .800 tJD38 � 1.438 J181' 4 YE-8902 AS REO'0. VENT STILE 8083-T8 - f 3 YE-8901 AS RML FRAME ACUS(VENT ODE) 8083-T8 - —} 8 YE-9031 AS REIM FRAME JAMB(MM no 6083-T8 887 O HENT TOP RAIL Y1 REIW. BAR 7 YE-9037 AS RMU FRAME MIDI m RML 8063-TB .312 J202 8 YE-8904 AS REft VENT TOP RML 8083-TO - O .217 9 YE-om AS Rom VENT BORWI RML 8083-TO - � n FRAME HEAD 10 YE-6005 AS REM vENr OaIER1=snLE 8063-78 „ - 2/SCSI, ROLLER ASSY.SPACER(ACCEPTS 2 ROLLERS EArt� PLASM -1.435 1 d .488 1.188 .638 1.q 12 Y fa 4 AS RM. ULWAFAS.187'x MW FIN SEM. - TOP/SOTTOM RAI.OITERICR) 13 YH- AS Rt9b. ULTRAFAB.1 t5*x.BOD°FIN SELL=714ERSW - BOrrOM RAIL.(EXtERLOR) ; .687 14 YH-8007 AS REO`O. ULTRAFAS.229"x.M"FIN WEAL WF7THERSTRIP - ML1ONti RAL/FRAME JMB 18 YF-t AS IS". ASSEMC.Y SCREW($10 x 3/4"PH.SUL) CAD PLATED - 2.082 2.582 O.vw BOTTOM RAL. -148 ,Sp YF-79 As Rib. ASSEMMY�&1M (#I*x i-,/Y PH.SMs.) CAD PLACED MTD.RAIL SOLONLY 16 YF-14 2/LOCK SWEEP LOCK SCREW($6 x 5/8°OH.SMD) CAD PLATED - tASt 1.812 O SILL RISER 17 114-8018 ,/Sm SWEEP LOCK CAST(DELA%) AT IID9PAN OF WASH O. 082 082 18 VH-80O1/ASSY 2/SW ROLLER ASSENIKY(HOLISM,WHEEL.&AXEL) - (YR-4001.6002 a 6003} 3 1.437 ,S YH-804 2/SASH lAYM LOC( PLASTIC N 11-1/2'FROM TOP&BOTTOM 20 YH-512 ,/LATCH LATCH LOCK SWIG STEEL - .S Q2 N 21 - 2/VFM ,/2'x 1/2'x FULL LL'NCR,T BNENT BAR STEEL A-36 COLD FOMM D FRAME SILL 22 'OH-1910 2 WEEEP HOLB OOVW M=PLASTIC MEOWS MOLDED J 1.187 J 23 - 1 SILL ROM 8083-T8 - 880 ® JAMB STILE a s Z o SILL DESERT »7 1.897 Z, iJD87 �� .761 A02 ,.026 876 t0 MEETING STILE 1J12B 2W .082 JD37 ® FRAME JAMB VENT i , ,28 .07 1.16: U Fmm mm sTILE o U P117 T � 7OMI. T nc uL'� "O O By W10-78 FRAME JAMB FOXED sheet of ,a g� A A W NEW TOPAMTMM CORNERS FRAME TOP CORNER '�� N _* 18 Uni s gn&M NamWaft a6 ' txvE q EI Mra. RaL coaNER FRAME SOT M CMER ��,�` �, Wl 0--�s r 8 w� NUEngineem,Inc. 3440 NE 12l'Avenue Oaidand Park,FL 33334 n g i n e e r s, Inc. Phone: (954)324-4730 CA#*29348 www.muenieineers.com April 14,2015 MUE PN:MUE14061101 Structural Calculations Prepared For: DiGeronimo Residence 66 NW 107th Street Miami Shores, FL 33150 Prepared By: =ngineers., Inc 3440 NE 121'Avenue Oakland Park, FL 33334 Phone: (954)324-4730 Fax:(954)653-4170 www.MUEngineers.com .... . . .... ...... License No.29348 •• •••• • ...... .... ...... .... . .. ..... ...... .. . ..... .. .. .. . ...... THOROUGH, DETAILED AND COST EFFICIENT ENGINEERING DELIVERED IN A TIMELY MANNER Page 1 of 15 ngineers, Inc Index Page ASCE 7-10 Wind load calculation 3-7 Truss Tie-down reaction 8-10 ASCE 7-10 Wind pressures—Components pressure and diaphragm 11-15 shear calculation o,,a�1111811�®,B !, ��. o UNTER�,® °®® N ® 0 4 0 386 r : LLI s •L r 10 -0 10 TA tV: 19/ON Marcus Unterweger Florida P.E.#:063860 4/14/201518:21 • • • Page 2 of 15 MUEngineers,Inc. .ioB TITLE Di Geronirno Residence 3440 NE 12th Avenue Oakland Park,FL 33334 .wB No.MUE14061101 SHEET No. 954-324-4730 CALCULATED BY HT DATE 10/8/14 CA*2934$ CHECKED BY DATE www.sbuware.com G,ode Search Code: Florida Building Code 2010-High Velocity Zon Occupancy: Occupancy Group= R Residential Risk Category&Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 SeW do factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (e) 3.00/12 14.0 deg Building length(t) 54.0 ft Least width (B) 51.0 It Mean Roof Ht (h) 11.8 ft Parapet ht above grd 0.0 It Minimum parapet ht 0.0 ft s • • • •••• •••••• •••••• •••• •••••• • • • • • • •••• • •• ••••• •••••• •• • ••••• •• •• •• • •••••• • • • • •••••• Page 3 of 15 MUEngineem,Inc. J013Tm.E Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 jos No.MUE14061101 SHEET NO. _ 954324-4730 CALCULATED BY HT DATE 10/8/14 CA*29348 CHECKED BY DATE 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 �z zi Speeddt P Tomraahic Factor (Kzt) '� Ad Topography Flat *---- Hili Height (H) 0.0 ft H< 15ft;exp C H H Half Hill Length(Lh) 0.0 ft :. Kzt=1.0 Actual HJLh = 0.00 Use H/Lh = 0.00 Modified Lh = 0.0 ft ESCARPMENT From top of crest:x= 0.0 ft I Bldg up/down wind? downwind 2 V(Z) Speed-up HlLh=0.00 K,= 0.000 x/Lh= 0.00 K2= 0.000 V(Z) x(i_nd) x(dcndr rind) z/Lh= 0.00 K3= 1.000 H%2 H i At Mean Roof Ht: h Z Kzt=(1+KIK2K3)"2= 1.00 2D FUDGE or 30 AXISYMMETRICAL HILI. . . .... ...... ...... .... ....% V*so: .... . .. ..... ...... .. . ..... .. .. .. . ...... . . . . ...... Page 4 of 16 MUEngineers,Inc. jos Tm E Di Geronimo Residence 3440 NE 12th Avenue Oaldand Park,FL 33334 JOB No. MUE14061101 SHEET No. 954324-4730 cALcuLATED BY HT DATE`10/8/14 CA#:29348 CHECKED BY DATE Wind Loads-MWFFtS h560'(Low rise Buildinus)Enclosed/partially enclosed only Kz=Kh(case 1)= 0.85 Edge Strip (a)= 4.7 ft Base pressure(qh)= 56.6 psf End Zone (2a)= 9.4 ft GCpi= +/-0.18 Zone 2 length = 25.5 ft Wind Pressure Coefficients CASE A CASE B ea14dog Surface GC f %W-GC vd+GC i GCpf vd-GCpi wd+GC i 1 0.48 0.66 0.30 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.44 -0.25 -0.62 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.72 0.90 0.54 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures(psf) 1 37.2 16.9 -15.3 -35.6 2 -28.9 -49.2 -28.9 -49.2 3 -14.5 -34.9 -10.7 -31.1 4 -11.0 -31.4 -15.3 -35.6 5 32.8 12.4 6 -6.2 -26.6 1E 51.2 30.8 -17.0 -37.3 2E -50.3 -70.7 -50.3 -70.7 3E -25.3 -45.6 -19.8 -40.2 4E -21.3 -41.7 -17.0 -37.3 5E 44.7 24.3 6E -14.1 -34.5 Parapet Windward parapet= 0.0 psf (GCpn=+1.5) Windward roof Leeward parapet= 0.0 psf (GCpn=-1.0) overhangs= 39.6 psf (uWffo)add to . windthard.rA pressor*... Horizontal MWFRS Simple Diaahmam Pressures faM wnMWAM •• : .... .' Transverse direction(normal to L) °`� "' wnWWAA Interior Zone: Wall 48.2 psf - . . Roof -14.4 psf -A" 0* . :••••� End Zone: Wall 72.5 psf ....' . . ..... Roof -25.1 psf '° ... .. . . :.. WE . . . Longitudinal direction(parallel to L) Interior Zone: Wall 39.0 psf ELEVATIXON • End Zone: Wall 58.8 psflyt�w 1 ► os •••••• **NOTE:Total hortz force shall not be less than that determined .. erKTcai• . ... . . by neglecting roof forces(except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate -- force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the root LONCiTlUDINAL ELEVATION Page 5 of 15 MUEngineers, Inc. .ioaTm.E Di Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 .roB w.MUE14061101 — SHEET NO. 854-324-4730 cAwuLATED aY HT DATE 10/8/14 CA t 28348 CHECKED BY DATE Location of MWFRS Wind Pressure Zones ZONE 2.lessor of 3 6 4 0.3 B or.2.8 h r,•'' 2 If 2 is negative 2 4E 3E / 4E 3E 2E 2E 9 E CASE A wMM EIRECMN CASE B RAE tit:� RANGE NOTE:Torsional loads are 25%of zones 1-6.See code for loading diagram. ASCE 7 -99 and ASCE 7-10 M later) 6 4 ZONE 2:Ie ac of 0.5 B or 25 h 4 3 2 2 is neve 2 6 E 3E 2E sees .e•. 0.00•• � .•• sees JE 5 .. . 1 00:9 00.000 W=EMECTION '1181ND aQ3..... e .. 0 . e ..... .. sees. Tvansvene Direction Longitudinal Direction •o:00: •• • 40:00's NOTE:Torsional loads are 25%of zones 1 -4.See cue for loading diagram. •• 00 .. . 6000:9 ASCE 7! -02 and ASCE !7-06 0000•• • • • 00..00 Page 6 of 15 MUEngineers,Inc. joB Tm-E DI Geronimo Residence 3440 NE 12th Avenue Oakland Park,FL 33334 josNo.MUE14061101 SHEET NO. 954-324-4730 cALcuLATED BY HT DATE 10/8/14 CA#.29348 CHECKED BY DATE Ultimate Wind Pressures Wind Loads-Components&Claddina : h <=60' Kh(case 1)= 0.85 h= 11.8 ft Base pressure(qh)= 56.6 psf a= 4.7 ft Minimum parapet M= 0.0 It GCpi= +/-0.18 Roof Angle(e)= 14.0 deg Type of roof=Gable Roof GCp+/-GCpi Surface Pressure(psf) User Input Area 10 of 50 at 100 sf 10 Sr 50 sf 100 sf 16 sf 50 sf Negative Zone 1 -1.08 -1.01 -0.98 -61.1 -07.1 -55.4 -60.0 -57.1 Negative Zone 2 -1.88 -1.53 -1.38 -106.4 -86.6 -78.1 -101.0 -86.6 Negative Zone 3 2.78 2.36 -2.18 -157.3 -133.5 -123.3 -150.8 -133.5 Positive All Zones 0.68 0.54 0.48 38.5 30.6 27.2 36.3 30.6 Overhang Zone 2 220 -2.20 -2.20 -124.5 -124.5 -124.5 -124.5 -124.5 Overhang Zone 3 -3.70 2.86 -2.50 209.3 -161.9 -141.4 -196.4 -161.9 Overhang pressures In the table above assume an Internal pressure coefficient(Gcpi)of 0.0 Overhang soffit pressure equals adjacent wall pressure reduced by internal pressure of 10.2 psf qp= 0.0 psf Surface Pressure user input Solid Parapet Pressure 10 sf 100 sf 500 sf 40 of CASE A=pressure towards building(pos) CASE A:Interior zone. 0.0 0.0 0.0 0.0 CASE B=pressure away from bldg(neg) Comer zone: 0.0 0.0 0.0 0.0 CASE B:Interior zone: 0.0 0.0 0.0 0.0 Comer zone: 0.0 0.0 0.0 0.0 Walls GCp+/-GCpi Surface Pressure(psf) User Input Area 10 sf 100 sf 1 500 sf ::!-72-4 sf 100 sf 500 sf 20 sf 50 sf Negative Zone 4 -1.28 -1.10 -0.98 -62.4 -55.4 -69.4 -65.4 Negative Zone 5 -1.58 -1.23 -0.98 89.4 -69.4 -55.4 Positive Zone 4&5 1.18 1.00 0.88 66.8 56.8 49.8 63.7 59.8 0000 •• . 0000 • 000.•00 •••• 0000.0 ••••00• 0000 •• • . 0 . 0 • 0 •00.0 0000• •• •• •• 0•000• • 0 0.00 0 • • • 0 .• •• •0 • 00000. •0.00• 0 • . • . • • 00006• .000000 • . 0 • • • • . •00000 • • Page 7 of 15 mn ea tr+-17 Yvo wow a s a ♦ ® m • o m v a m- - b m r'...+ tr'%-: yg - aerwm+ •+amour ;mti 1 w w w Crg.Ww� mosmm• tosawwmw•. mi- es-'ns' w w IIa® fd� '• t ® O m. m Y • 0 Y 0 Y • pl O - •9r �, '•;� 6Y•✓• mMpiOmRO ,NI-` w Ye r w �' i''a m•41/W4 p0.UYl1bNL• 1;.�M•( w 6mYN V® • m • O m • • Yt -• 0 � UPYmmr •Of•♦Y•/gmbe 13f1- J• NI}'. 4 w •m YJ oe vYom • • a m o s • s a • • w m +Y ^.i ^-�'T�"�.' 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Mao 0.10 0.64 SqMnMAMtM= (4)-GW114kt-tll (4).114%1-3WTbnNOanehme '1AQ6 .. 0.44 aio 0.74 sknW J Hemh1S (ts)-10mt1-U2naft WVIP 0hlemdh RCRamn 416< 0.49 om 0.11 0.83 �i0.49 0.30 '0.79 �i smpamhNone (14)-1omn--lnrmi• e-1n6rEnb8Sws1nRGBemn 415'� 0.23 0.55 all 0.89 0.23 mea 0.86 •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • • • • • • ••• • • •• • • • • • • • • • • •• • • • • • • • ••• • • • • ••• • • • • • • • • • • Pegs 1 of t • • • • • • • • • • Page 10 of 15 • •• •• • • • •• •• ••• • • • ••• • • Job b 1 n(a 0 1 Job Nwnber beer ft9l ers, Inc PW of 3M M 120 AVW= caeea by: oto ed&W ftk Mnw.. d bf: Thm M �1 e &Rett CrA 44144-- -4 ............. «..«... «««...o..«»». .„«.,.t.«. t ...... «..... ......... ««...,i.._«.«3««««..3L.«.w« .« «««III«.«..«t...:«... .»..« .«...d«.«.»..i..««. .... ...«.........«. _.....« „• } {.......�._.......{.._ .....«�..«... «.«...�....._.b._....«[.��.«d«..-.�.....�« Lel. {�... «nG.€w. .«.��{w�.,. � { �........f._...». £ i } i I 09 • • } • "`";�� { � j { Gt l { { •• •• {•• • •09.69 AA { t { { "T • • 100000 { { _ { ».�} i i £ i � i 1 ( i i � i•• �• � { '1' •} •999 • .�«.b.«.« { •� 3 � I_ £ � � � -�«_... ...__.�..«_.� �_...._.. � .«.«..�....«....€......«..�........�i•Ii 0 0� _"'ice , ....... 0 _«« }_«_ --»;«_. »» «_ - r ««;__«f, » { --£---n••-•- } ««;« µ,«_ _« • «eft _«« .._ { 4 0 9•� . Page 11 of 15 Af&(dam) .2.245d"ns Lefto(ft) i Depth of diaphragm(ft) • jt2 SE �J �Y�= �.f"2 i6 aya!•-e (!eight of wall(ft) f IJj a$ (ft) E h/2 3.8 d/2 6.6 VAnd Proswesbd lt Nmmft( fl W1 10.14 W2 -29.52 W3 -20-94 -20.94 W4 -18.84 WEi 18.48 WE2 -42.42 WE3 -27.36 WE4 -25.02 h W(const)=Wl 2 h d d+Wa Z sin(angle)-W3 2 sin(angte)-W4 2 � S•Ig +(-2q.Sa) -(- _{-1,1? W(const)= 96.39 Of iiW(MML-r)=W.i+W28?sin(angle) W311i sin(angte)-W4e i -• *000 • W h+W dsin an to W dsin an to W h • 9110 9999•• 12 a2 ( 8 )` 32 ( g )` 42 0990 �••• •� 9999•• 9999 9999•• • 9999•• • • • 9999•• Q �fo�r+2t"°). {�1�.t�.c�°�,'3•$ - �-2,t}`2 tlo•fi��4n 1� - �--'�.� •�(,�'�t�4.�,ei1+�'.• •• • • 9999 • •• .•••. 9.9.99 .. . 9999• . . . . ...•.. W(cww)= 44.81 plf '.•' Page 12 of 16 Ra-- 1.254 Kips Ctreh2Y �r� Ra(Corner)= 0.345 Kips VQlb T<od Ra= Ra+Ra const 1.599 Kips Rbw Wamst*kngth+WcwnW2a4Ra 1.m Kips . . .... ...... ...... .... ...... .... . .. ..... ...... .. . ..... .. .. .. . ...... . . . . ...... • • w Page 13 of 16 Angie(deg} `• ��- 0.245 Radians Length(ft) Oapth of diaphragm(ft) Height of wail(ft) !:s ♦ ,,•' 17 h/2 3.8 )�, d/2 13 CASE 8 ��nvtaFctso� RA\[1R 11Red boom he ft 1wM ANNwmilde tnsfl W1 21.36 W2 29.52 W3 -1&66 W4 21.36 WS 7.44 WE1 _Yi -22.38 WEa -42.42 WE3 -24.12 WE4 -22.38 WE5 k'� 14.58 W(const)=WsZ+Wa d sin(angle)-W3 a sin(angle)-W¢2 3-s V32.-) (T-O t) W(const}x -34.25 ptf AW(com")=W1S +W2,g sin(angle)-W3$a sin(wWle)-W4$= - •••••• W1 +Wa2sin(angle)-W3 sin(angle)-W42J •••..• ..i.•i •...i• • •000 •• 0 0 /.� �C�c�.r`�` �"a�-3� •3.8 �-��2.t�2 t3Si�1t� — �_2�•52.�•�'�S~n1�.•'-�i-�2-3g '�a� 0000. •. s 0000 . . .... ....:. 0000.. •0 . . . • .0000. :***go :...•: .. • . ..0 0 • �.1 W(corner)- -23.47 plf •• • Pop 14 of 16 Z1 .2 #ur3 J Re= -0.227 Kips 2Wt nar (-ZL 7k) = 2 � • �)�-23.4 } 2-x 13 2� 2.x13. 2 Ra(Cater) -0.143 Kips Tom Rim Ra+Ra const -0.37 Kips ` %3•Lf*fit Ll Rb= Wconst"ier t►+Wcorner*2a4ts 40.304 Kips 0000 . 0000 ....�. .. 0000 .90... 0000 .900.0 0000.. . 0000.. .... .. . 0000.. 0,000. 0000.. . . 0000... .. . . 000 0 09. page 15 of 16 1 E Building Photographs 2-0011270-3 See Instructions for Item A6. For Insurance Company Use: Building Street Address(including Apt., Unit,Suite and/or Bldg. No.)or P,O.Route and Box No. Policy umber 66 NW 107 ST City State ZIP Code Company NAIC Number MIAMI SHORES FL 33168 54 N. s, Front View Date of Photograph:07/14/2014 y is Rear View Date of Photograph:07/14/2014 1 1 Building Photographs 2-0011270-3 Continuation Page or nsurance Company Use: Building Street Address(including Apt., Unit,Suite and/or Bldg. o.)or P.O.Route and Box No. o icy umber 66 NW 107 ST City State ZIP Code Company NAIC Number MIAMI SHORES FL 33168 Left Side View Date of Photograph:07/14/2014 Right Side View Date of Photograph:07/14/2014 U.S.DEPARTMENT OF HOMELAND SECUFITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National Flood Insurance Program Important: Read the instructions on pages 1=9. Expiration Date:July 31, 2015 SECTION A—PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name CRISTINA MARTINEZ Policy Number: A2. Building Street Address(including Apt.,Unit,Suite,and/or Bldg.No.)or P.O.Route and Box No. Company NAIC Number. 66 NW 107 ST City MIAMI SHORES State FL ZIP Code 33168 A3. Property Description(Lot and Block Numbers,Tax Parcel Number,Legal Description,etc.) LOT 6,BLOCK 206,DUNNING'S MIAMI SHORES EXT 3,PB 42,PG 33 A4. Building Use(e.g.,Residential,Non-Residential,Addition,Accessory,etc.)RESIDENTIAL A5. Latitude/Longitude:Lat.25'52'22.58"N Long.80'11'57.45"W Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. AT Building Diagram Number 1A A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage: a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s)within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B—FLOOD INSURANCE RATE MAP(FIRM) INFORMATION Bl.NFIP Community Name&Community Number B2.County Name B3.State CITY OF MIAMI SHORES 120652 MIAMI-DADE FL B4.Ma /Panel Number B5.Suffix B6. FIRM Index Date B7.FIRM Panel B8.Flood B9.Base Flood Elevation(s)(Zone 1208600302 L 09/11/2009 Effective/Revised Date Zone(s) AO,use base flood depth) 09/11/2009 X N/A B10. Indicate the source of the Base Flood Elevation(BFE)data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System(CBRS)area or Otherwise Protected Area(OPA)? ❑ Yes ® No Designation Date:N/A ❑ CBRS ❑ OPA SECTION C—BUILDING ELEVATION INFORMATION(SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction` ® Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations—Zones Al—A30,AE,AH,A(with BFE),VE,V1—V30,V(with BFE),AR,AR/A,ARAE,AR/A1—A30,AR/AH,AR/AO.Complete Items C2.a—h below according to the building diagram specified in Item A7.In Puerto Rico only,enter meters. Benchmark Utilized:L-16 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a)through h)below. ®NGVD 1929 ❑ NAVD 1988 ❑Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a)Top of bottom floor(including basement,crawlspace,or enclosure floor) 12.41. ®feet ❑meters b)Top of the next higher floor N/A. ®feet ❑meters c) Bottom of the lowest horizontal structural member(V Zones only) N/A. ®feet ❑meters d)Attached garage(top of slab) N/A. ®feet ❑meters e)Lowest elevation of machinery or equipment servicing the building 10.76. ®feet ❑meters (Describe type of equipment and location in Comments) f) Lowest adjacent(finished)grade next to building(LAG) 10.76. ®feet ❑meters g)Highest adjacent(finished)grade next to building(HAG) 10.95. ®feet ❑meters h)Lowest adjacent grade at lowest elevation of deck or stairs,including structural support 10.76. ®feet ❑meters SECTION D—SURVEYOR, ENGINEER,OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor,engineer,or architect authorized by law to certify elevation information.l certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ❑ Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name GEORGE IBARRA License Number 2534 Title LAND SURVEYOR Company Name NOVA SURVEYORS INC. Address 5582 YV 7T"ST,SUITE 2F City MIAMI State FL ZIP Code 33126 Signature ate 07/14/2014 Telephone (305)264-2660 _ L} FEMA Form 086-0-33(7/12) See reverse side for continuation. Replaces all previous editions. f b"."rn9wer v8.8%1a own 0&" ORTANT:h1 uveas,spaces,4:W ties pp!!! rng hefomMlon from Section A Fat momANCE MANY us£ Bu ng Sow Address(Mhcluclim Apt.UnK Suft athdbr bldg.No.)or P.O Routs and Boot No. PdW Nwnbw. 86 NW 107 ST City MIM M SHORES State FL ZIP Code 33168 Comyaahy NAtC Number 8ECUM D- E OR AR09TI U CERTHCATIONI(COXnNUED) Copy both aides of tis Elevation Certificate for(1)cam►otfloid.(2)kaarwhce age0bompany.and(3)bddbv owrhe: ComurwMs SECTION C 2(E)LO WEST ELEV MACHINERY 18 A1C PAD.LATIT=AND LONGIT DE IS QED BY GOOGW EARTH. CROWN OF ROAD ELIAM 10AD FT ire 1v Date 07M4=4 SECTION E—WILDING ELEVATION M AATNDNI(SURM NOT RIMAMIED)FOR ZONE AO AND ZONE A(YMMIT� For Zorhas AO and A(witroad SFE),come Name E1—E5.if the Cerillicale is telehated to support a LOMA or LOAF request,complete Seollorhs A.S. and C.Far Items E1414.use natural grads.If evallable.Check the messturemerd used.In Puerto Rion orly,anter mdws. E1. Provide elevation bdionnhealah for Nee taoM----mid cthecic do appropriate boons to slow wliellm the elevation Is above or bdoiw the htgta grade(HAM the a of I m Nom�Moor� a I c a i lopo co or enclosure)N ❑ted ❑ ❑oboe or p bmin w the K4Q b)Top ofbodom floor(huluhg baei k aarNspeoe.orermlosure)is ❑fest ❑meters ❑alcove or❑ belo wthe LAG. E2 For B Ola"S-9 wNh perhuenherd toed opwings provided in Sedco A Iterre S w dinr 9 Ree 8-9 of trMmdoms dhe nod higher floor (etevellon C2.b M the )ai the beep is ❑feet ❑melee ❑above or E3 below the HAG. E3. Att$dhed garage 0op of swh)is ❑be E3 "a ❑above or ❑below the HAM E4. Top of pisiform of m wy and&9*dp msnd servkht the bu e8 is ❑feet ❑mars ❑above or❑belaw the HAG. ES. Zone AO ori►: t no flood depth rm�b .is tlhe top of tht bodom Moor eieveled in a000rdeaho o wA the carehumWo Hoot h manegement w0 mos? ❑Yes ❑ No ❑ t3lmwmL The local dkM must cetily tis trdonrhall,n In Section Q SECTION F—PROPERTY OWNER(OR OWNER'S NO Cots The property owner«owner's audwded tepreseriladve who comms Sections A.B,and E for Zone A(wIllW a Famed or comunwhtty4ssued SM or Zane AO muud sign hare.The in Serol=A.B,and Effie correctio the bestof my isroAedge. Property Owner's or Owner's Aulwdnd Rep----'-iNo" CRU"M MAlT1 INEZ Address 86 NW 107 ST City M AMI SHORES State FL ZIP Code 33168 Sime Dale Telephone Comutheds SECTIOt G—t MffY MIFORMATNON(OPT IONA1a The local who N s uMnorb ed by Naw ar b t1e cgnttrhMnMlr's ooalp bh orcBheaes can tom a sectors A 8.C(or E),sled G oftis Hevatiorh Caoft Carigobb the Msm(s)sand so below.Check the measurennemt used In Ileme G"10.In Puerto Rioo arty,erfr meters. G1.❑ The Irtlormation In Section C was Moen from ollmdocumertletion that has been sbngd aro!seded by a Me>ewed surveyor.scoteer,or wditd wtro Is aut orbzed by taw to develion ilm odo . (kxgwb fes source whd date of the elevation dela In the Commwft ares below.) G2.❑ A eomuraulty official completed SeeSah E for a bu,l t located In Zone A( a FEM449swd or oomurnmity-Issued SFE)or Zone AO. G3.❑ The k1lowbhg Irtiormallort queue G4-G10)is provided for ammmity floodplain mares purposes. G4.Permit Number G5. Dale Permit issued G6. Date Certiflcale issued G7. Tide permit has boat issued for: ❑New Gormmot om ❑Subatwhtid irnproe ern G8. Elevation of n4x Mt lowest floor(Includkv basement)of the buMt'IF ❑feet ❑melers Do" G9. BFE or Qn Zane AO)dept,of t wft ettw bt4ft sIL- Q feet ❑meters Datcun G10.ComummW9 desiyh flood deradom: ❑tact ❑melsis Detum Lord Oticii's Nam TWO GarurU*Not Telep hom Stgcha n Dale Gommerds FEMA Fomh 08841-33(7/12) Rimes d pruvious e0m.' Sm HJUL TTH.STRiXT,SNR'2b! NIA11A FL� ' waves Surveyors,s, Inc. � SURVEY NO 20019270-3 FAX:(343)2B4.OE28 � , c SHEET NO 1 OF 'Z QRAW N BY A A. L.MIP UR1 OR SURVEY.OF tom'6.,aLQM2W0fDUNNW8.MMM1_SHORES SUENSIONAM3,,.ACCORO)N©TO THE PLAT THEREOF AS:RECOROED-IN PLAT BOOK 42;PAGE13,,OF THE'PUBLIC RECORDS OF MIA A4 ADE COUNTY,FLORIDA. PROPERTY'ADDRESS: 66 NW 107 ST,MIAMI SHORES,FL 33168 FOR: CRISTINA-MARTINEZ LOCATION SKEETCH s ie 1°= NT.si PROPARN N. /0 Orr --� !ego 21 4d -17 ABBREVI/m MR MEANING LEGEND TYP[CAL A-ARC FNIP.-FEDERAL NATIONAL.INSURANCE RAD=RADIUS OF RADIAL --OM-OVERHEAD UTILITY LINES Alt=AM CONDITIONER PAD PROGRAM ROE.=RANGE A.E.-ANCHOR ANT K0Q.=INGRESS AND EGRESS R.P.!*RADIUS POINT C.B.S.-WALL(CBW) AIR= ROOF N7 R.O.E.=ROOF OVAR"ANG �w C.L.F.-CHAIN LINK FENCE AIS=ALUMI 1` D LF.E.=LOWEST F-LOOR-ELEV.A'FNMEAS»INT ASPH.=ASPHALT L IIA.E.-LAKE MAINTENANCE SASO NT R1I*r RIGHT-OF-WAY -0-4- LF.=IRON FENCE B.C.=BLOCK CORNEf3' L P....LKiHT PDLE :CtdN B.C.R.=BROWAf2D CClUNTY RECORDS M._MEASURED DISTANCE S.(,P,.=W+r IRON PIPE L.B.06044 -4-44 W.F.=WOOD FENCE B.M.=BENCH MARK MIH=MADE SWK.=SIDEWALK B.O.B.=BASIS OF BEARINGS NAP.=NOT A PART OF T=TANGENT x am =EXISTING ELEVATIONS C=CALCULATED NCNGVD-NATIONAL GEOTID VERTICAL TWP-TOWNSHIP C.B.a+CATCH BASIN DATUM ULE=V"U TY EASEMENT C.S.W.-CONCRETE SACK WALL N.T.S:a N0"TO SCALE U.P;+s UTLrFY POLE SURVEYOR'S X01M CH-CHORD O.KL=OVERHEAD UTILITY LINES' W.ML=WATER METER CKS.=CHORD BEARING OAS.-OFFICIAL RECORD BOOK W.R.a=WOOD ROOF 1)R DIIOW$t,BF.ARILA ARE REFERRED TO AN ASSUMED CL ft CLEAR OIS-OFFSET ' W.S.=WOOD SHED PERIDIA TY.I SAD P HE IN THE DESCRIPTIONEREF R ED C.L;F..=CHAIN LINK FENCE OVH.=OVERHANG PROPERTY.IF NOT, MAP�ARE REFERRED TO C4KE.-CANAL MAINTENANCE P.B.'=PLAT BOAC _ANGLE COUNTY;TOWNSHIP MAPS. EASEMENTS P.C.-POINT OF CURVE O =CENTRA-ANGLE 3)TF)THE?CLOStURE IN TISA SPECT Tt{E BOUNDARY SURVEY 18 ABOVE PURPOSE SURVEY CONC.=CONCRETE P.C.C.a POINT OF C CURVE 3 C.P.-CONCRETE PORCH PI..-PLANTER B =CENTER LINE1.7 :fit C.S.wCONCRETE SLAB P.L.S.-PROFES810M LAS - U LINE )AI�ELEVATIONS ARE REFERRED To NIGGIIN-DARE>.COUNTY. IXE.=DRAINAGE EASEMENT SURVEYOR MILE-DRAINAGE(MAINTENANCE P.O B.,,-.PQw O�BEGS AL1.IsI.EVATKNN8 SHOWN ARE REFERRED TO EASEMENTS P.QC =NRINNI l3i E0N 10EMMNT NAT04AL GEODETIC VERTICAL DATUM OF 1829 DR =DRIVEWAY P.P.-POWER POLE 3110.IVE MIAMI BEACH BENCHMARK NN.-18 ENCR- P.P.S..a POOL.PU MP SLAB 3110; E.T.P.-ELECTRIC TRANSFORM R PAD P.RC.-POINT OF REVEL CURVE ELEVATION 9.96 FEET OF N.O.V.D.OF 1929 F.F.E a FINISHED FLOOR ELEVATION PRM-PERMANENT REFERENCE F.H.=FlRE HYDRANNT -r F.LP.-FOUND IRON PIPE PT.- OF TANGENCY SURVEYOR`S CERM„FICAM FIR.-FOUND I#ON ROD PVMT.-PAVEMENT F.N.s FOUND NAI. PWY=PARKWAY 1 HEREBY CERTIFY THAT THIS"BOUNDARY SURVEY'OF F.N.D.-FOUND NAI.&DISK R=RECORD DISTANCE THE PROPERTY DESCRIED HEREON,AS RECENTLY SURVEYED AND DRAWN UIWERMY SUPERVISIENN,. NOTES TO ACCOMPANY8KLNCN 8i)ilVlXlf i"SNNLNVEI/"k COMPLIES WITH THE MINIuXNM T,�CFINICAL:S"ANDARDS AS SET FORTH BY THE FLORIDA 80ARD OF . - THERE MAY BE EABB48 S REOO DW IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY:. PROFESSIONAL LAND SURVEYORS IV CHAPTER 610174k - THE PURPOSE OF THIS SURVEY18 FOR USE IN OBTAINING TITLE INSURANCE AND FINANCING,ANDSHOULD NOT BE FLORIDA ADMINISTRATIVE CONE PURSUANT TO 4MM7. USED FOR CONSTRUCTION PFtiRPOSES. FLORIDA STATUTES. - MWAINATIONS OF THE ABSTRACT.OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED•IdSMAWNi'S.IF ANY. AFFECTING THE PROPERTY.THIS SURVEYtS S1BJ£CT TO D TIONS,LIMI`T'A j. $,RESTRICTIONS.RESERVATIONS OR EASEMENTS OF RF„CARD.AND LEGA.DESCRIPTIONS PR BY CLIENT OR ATTESTING TITLE COMPANY+ BOUNDARY SURVEY MEANS A DRAWING AND IOR A GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD:COULD BE DRAWN:AT A SHOWN SCALE AND1 OR NOT TO SCALE. BY. �-• '" EASEMENTSAS SHOWN ARE PER PIAT LOOK,DESS OTHERWISE . - THE TERM MEANS VISIBLE AND ABOVE GROUND. - ARCHr ECTS SHALL VERIFY ZONING REemaooNS;.RESTRIC' .ANMD soaps.AND THEY WILL BE RESPONSIBLE POR SUBMITTING PLOT PLANS WITH•THE CORRECT 01110ATIDN FOR THSUtXPPROVAL FOR AUTHORIZATION TO AUTHORITIES IN NEW U NLESS;OTHERWISE NOTED.THI&FIRM HAS NOT ATTNEP1'EI)TO LOCATE PROFESSIONAL LAW SURVEYOR NO. 2534 .FOOTING A DIOR FOUNDATIONS. STAM+OFfLORIDA(VALID COPES OF THIS SURVEY WI L FENCE OWNERSHIP NOT OWED. BFB Im E SEAL OF THE ATTESTING LAND - THIS PLAN OF SURVEY HAS BEEN PREPARED-FOR.'TN E VALA OF1HEENTIIIES NAMED. SURVEYOR). - HEREON.THE CERTIFICATE DOES NOT ATO ANNY U NNA ED PANTY - THE SURVEYOR MADS NO Q UAR OMS AS TO' A M6Z.Y O `:Tl TI NN BELOW.THE LOCAL F.E:MA. - AGENT SHOULD BE CONTACTED* A'�. FMP FLOW 1010 :LESIG NATED TWHEREIN'DESCRIBED READ LANWTO BE SITUAXED IN :X CO N9`4N!lI AIWLJStiFFDC420M I DATE OF FIRM:OMIRe9 BASE FLOOD ELEVATIOtt IIA. REVISED ON: CERTIFIED TO:CR.ISTINA.MARTINEZ N -� �►, N0.2NN34 d W E Aw ffiTA'i8 OF Z 4qk0 SOEg�® SURVEYORS SEAL N; ,� • ' Ic t .4 7 • . t ' SM2N.W. 7th STREErSUITE 202 Bnr. SURVEYlIta2-0011270-3MAN,FLORM vow. 33P"�saze-ate � � � �� 'Lt�C'U' ' I�'1�°'z Fax l�►sl2e�or� LAND SURVEYORS MP"ARL z OF a DRAWNBY.' AL BOUNDARY SURVEY SCALE =10=20' • • O 26 PWY 1046 10.51 F.LP 314' 10.38 F.I-P 314' 1 84' NO - ' . motr 'S'CONIC. NO -• ._. B.C. Hy3w. 10.47 10.54 10.b'0 NO CAP 10.95 10.5 �' 17 �— 10.80 10.76 1 lom x/—_ 7 14.20' k 2S.S9' X30' 10.60 10. � 10. x ' ONE STORY * t RES.#Go F.F.E.9312.41' 10.98 a3a .. a LOT-6 X0.76 , BLOW-2m 186,91 ss.xo' 12.9cr aasrL LOT-7 10.76- $ g 10.63 BLOCK206 ,-'~— WATER, X 13.48' � � " LOT-S Pum' 13 7a' �14.26' ' BLOCK-208 E : -'3 -00' 10.29 U ' 10.45 ' 10.22 10.46x 10.50 • 1028 0 10.61 x x'1'0.1'7' 10.47 10.38 + $ /� 10.49 OM(PL x 4'C.I--F. F.l.P " MO' 3.&.Pwy F-I.P 3W UP. 4, UMIT OF PLAT (NA-P-) ,i SUAVEYORIS NOTZ -There may be zagemems recorded in the Public Recards not shown an*is Survey. • � i