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RC-14-1624 (2) Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-261328 Permit Number: RC-7-14-1624 Inspection Date: June 20, 2016 Permit Type: Residential Construction Inspector: Dacquisto, David Inspection Type: Survey Final Owner: , Work Classification: Alteration Job Address:1032 NE 98 Street Miami Shores, FL 33138- Phone Number Parcel Number 1132050180320 Project: <NONE> Contractor: SLUYTER CONSTRUCTION Phone: (970)379-9730 Building Department Comments REMODEL INTERIOR,ADD COVERED PATIOS IN FRONT Infractio Passed Comments AND REAR OF PROPERTY INSPECTOR COMMENTS False Inspector Comments Passed ! J Failed Correction Needed Re-Inspection Fee No Additional Inspections can be scheduled until re-inspection fee is paid For Inspections please call: (305)762-4949 June 20,2016 Page 1 of 1 NJOIfIJH MGi1WRir.'1 (21 Fi=.1?JSOUATES, OtlV;V-'. 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RC-7-14-1624 Miami Shores Village 7 .10050 N.E.2nd Avenue ,` at .-3 Mnt � 'rf a 'Miami Shores,FL 33138-0000 Phone: (305)795-2204 Fax (305)758-8972 Issue Date:Not IS$wed Expires: 10/1 Zl2015 MISPECT.ION REQUESTS: (305)762-4949 or Log on at https:iibldg.miamishoresvillage.conNcap REQUESTS ARE ACCEPTED DURING 8:30AM-3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day Inspections. Residential Construction Parcel#:1132050180320 Owner's Name: Owner's Phone: Job Address: 1032 NF 98. treet Total Square Feet: 2337 Miami Shores, FL 33138- Total Job Valuation•" $ 115,280.00 Bond Number: 2676 _ WORK IS ALLOWED MONDAY THROUGH SATURDAY, Contractors) P SUND OR HO ne Primary Contractor - H .NO WORK 13 ALLOWED ON SUNDAY OR HO. BRACKETT CONSTRUCTION INC (954)691-7887 Yes BUILDING INSPECTIONS ARE DONE MONDAY THROUGH THURSDAY. ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. NO BUILDING INSPECTIONS DONE ON FRIDAY., p.E lAft � S C"- Q AMMED l SIDEWALKSMUSTBE REPLACED 2Y4�1 a/*-. SAW -- PRIOR w1ruff,SM << S 1 ertj . T Z�y� �•si.nct g�.ar► j+� � ' '� . MW 1113 VDA AGk `'`�''' Ft}rDriVealaySQr g ,��'�'� . - bef=*Wft aW bW CM be WMW fff MW;al SW MW YNd WI* C>)A9(f )—jr-- 7M *A NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE=ANP EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAI IN THE OV* OR REP M.NT O4 NY REQUIRED TO ALLOW INSPECTION. •�----. �""`'q WARNING TO OWNER: YOUR FAILURE TO RECORD A. NOTICE' OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST- IsIRECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSIPEC��t " IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN .ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. IN$PECTioN RECORD STRUCTURAL • e NSP INSPECTION` pA E . mO DATE 1 � INSPEG - � tNSP� INSP�NDATE.F INSP Foundation Zoning Final StemwaU ZONING COMMENTS Rough Slab Water Service Columns 1.st 14 2 Rou h Columns' 2nd LiftTOP Out Tie Beam Fire Sprinklers Truss/Rafters 016 Septic Tank Roof Sheathin � D� Sewer Hook=u Bucks Roof Drains Windows/DooFs- ELECTRICALGas Interior Framing IN$PEGTION DATE INSP LP Tank Insulation Tern ora Pole Well CoilingGrid 30 D,, Tem ora Lawn S rinkiers Drywall, Pool Bondin Main Drain Firewall Pool Deck Bondin Pool Pi in Wire Lath .Pool Wet Niche Backflow Preventor Pool Steel Under round Interce for Pool Deck Footer Ground i Catch'Basins Final Poon Slab Condensate Drains Final Fence Wail R h HRS Final Screen Enclosure., Ceiling Rough DrivewayRough PLUMBING COMMENTS Drivewa ,Base Telephone Rough, Tin Cap Telephone Final Roof in Prowess TV Rough Mop in Pro rens TV Pinar Final Roof Cable Rough Shutters Attachment Cable Final Final Shutters -7gIntercom Rouh Rails and'Guardraiis lntercorn'Final ADA'co:, -; MyDiligent.com State License JB228825 IENAW Notice of Preventative Treatment for Termites (as required by Florida Building Code(FBC)2326.5 and Broward County Chapter FBC 105.2.2) PEST CONTROL I LAWN,TREE&SHRUB CARE I TERMITE PROTECTION I MOSQUITO CONTROL I LANDSCAPE SERVICES SERVICE ORDER NUMBER 1551 SERVICE DATE 06/13/2016 TIME 3:30PM WEATHER CONDITIONS CLEAR DEVELOPMENT NAME(PROJECT) CONTRACTOR'S NAME CONTACT PERSON SINGLE FAMILY RESIDENCE BRACKETT CONSTRUCTION DOUGLAS STRUCTURE ADDRESS(LOTBLOCK) CITY,STATE,ZIP CODE COUNTY 1032 NE 98TH ST MIAMI SHORES FL 33138 MIAMI-DADE CONTACT PHONE NUMBER NOTES 954-691-7887 FINAL TERMITE CERTIFICATE AND TREATMENT 3 PADS TRENT ME NT TYPE/AREA C3 FLOATING ❑MONOLITHIC U PATIO U GARAGE U DRIVEWAY U STEM WALL Q ADDITION U CUTOUTS U FOOTERS LI FRONT ENTRY 31 EXTERIOR PERIMETER FOR RENEWAL D OTHER CUTOUTS TREATMENT TYPE O TAMP&TREAT 0 TREAT ONLY FINAL ❑RETREAT a BORA CARE TREATMENT O TERMITE BAIT STATION PROUIXT NDOMINION 2L ❑ADONIS 2F ❑PREMISE 75WPS 13 DEMON TC ❑TERMIDOR TC Ll BORACARE U OTHER ACTIVE INGREDIENT IMIDACLOPRID CONCENTRAMN 0.05% ❑.06% a 1 s �h.1/o ❑.12% O.25% ❑OTHER GALLONS APPLIED �~rte-. �,•> "��q, 5 SQUARE FOOTAGE 300 LINEARFOOTAtiE 63<r tp r a � SQUARE FooTAGE VERIFIED YES U NO 0 MEASURED OR VERIFIED PER PLANS a JOB READY CONDITIONS MET , RYES Cl NO DETAILS SAMy CoNDm w good conditions As per 2326.5 FBC-If soil chemical barrier method for termite prevention is used.Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance:The budding has received a complete treatment for the preventlon of subterranean termites.Treatment Is In accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services.(Per the Florida Building Code.) If this notice Is for the fitted exterior treatment,initial and date this lure FR 06/14/2016 {TERMITE MONITOR INSTALLED Cl YES ❑NO) FINAL S130M 0 ELECTRICAL PANEL U WATER HEATER OTHER Payment Term Cep's payment In full Is dun at time of irdli,service.Customer agrees that a finance charge In the amount of 18%per annum wfU be assessed on all unpaid balances that are not seed by to dire date. In the event a collection Process becomes necessary to recover an unpaid bad the following fees wit be assessed M Ruling but not Imited to: collector service fee,attorney's fee,finance charges and non-auRf�ent tunds payment fee. Customer will be responsible for paying all costs associated with any collection prom. 6/14/2016 FRANDY REGIS Date Applicator(Dftigent Termite Preheating,1110 Dabs Customer(Property Owner or Agen# I-MOmDRUGENT MyDitigent.com r � Rd ✓ UM 3, g:. a q NV5 Report of Field Moisture and Density Tests NIM 14486 Commerce Way Miami Lakes,FL 33016 T:305 666-3563 Project: 1032 NE 98 Street(Mulroney Residence) Project No.: 146688 Location: 1032 NE 98 Street, Miami FL Technician: Jesus Vargas-NV5 Client: Brackett Construction, Inc. Contractor: Brackett Construction, Inc. Report No.: Revision No.: Test Date: 05/19/2015 NUCLEAR GAUGE INFORMATION. Serial No.: 10155 Model: 3411-B Manufacturer: Troxler Actual Probe Actual 'Comp., MIC Test Proctor Dry RNC Pass! Workgroup Location Elev. Depth Number Density (%) Comp. Spec Spec Comments No. (in) (per (% Fail } (%) �°�) : 1 Column pad 36PF South 6.46 10 1 102.5 13.3 91.3 95 Fail B 2 Column pad 36PF Center 6.46 10 1 103.6 13.6 92.3 95 Fail B 3 Column pad 36PF North 6.46 10 1 104.3 13.4 92.9 95 Fail B 4 Column pad 48PF 6.46 10 1 102.9 13.9 91.6 95 Fail B 5 Column pad Spread Footing at Front of the 6.46 10 1 102.9 15.0 91.6 95 Fail B House Proctor Soil Description Max Density(pcf) Opt.Moisture(°!o) 1� Number 1 Brown Silty SAND with Limestone Fragments 112.3 8.7 Alfredo Budik Florida Lice os . ••E •.�® ; \G S . No. 43884 STATE OF F`sSlONP& B-%Compaction below specified requirement;C=Retest of previous test;D=Moisture content exceeds specified limt;E=Moisture Content Below Specified Limit;'Indicates Test has not been approved by a PE. Tested in general accordance with ASTM D6938.The results are applicable only to the Filter Criteria' Project ID=146688; locations tested andfor inspected and are not necessarily indicative of the entire lift or area where tests were performed.This report is for the exclusive use of the client to whom it is Page 1 of 2 addressed and should not be reproduced without permission. A NV5 Report of Field Moisture and Density Tests 14486 Commerce Way Miami Lakes,FL 33016 NY5 T.305 666-3563 Project: 1032 NE 98 Street(Mulroney Residence) Project No.: 146688 Location: 1032 NE 98 Street, Miami FL Technician: Yuri Diaz-NV5 Client: Brackett Construction, Inc. Contractor: Brackett Construction, Inc. Report No.: Revision No.: Test Date: 05/26/2015 NUCLEAR GAUGE INFORMATION: Serial No.: 39507 Model: 3440 Manufacturer: Troxier _Actual Test Probe Proctor Dry MIC Actual Comp. M/C Pass! Test Workgroup Location Elev. Depth Number Density (�/,) Comp. Spec Spec Comments (in) (per? (%) (°/6) (%) Fail 6 Columnpad Spread Footing at Front of the 6.46 10 1 111.8 10.6 99.6 95 Pass C- Retest of House Test No. 5 7 Columnpad 48PF 6.46 10 1 109.2 9.9 97.2 95 Pass C- Retest of Test No. 4 8 Column pad 36PF North 6.46 10 1 108.5 11.3 96.6 95 Pass C- Retest of Test No. 1 9 Column pad 36PF Center 6.46 10 1 108.9 11.6 97.0 95 Pass C- Retest of Test No. 2 10 Columnpad 36PF South 6.46 10 1 109.1 10.1 97.2 95 Pass C-Retest of Test No.3 Proctor Soil Description Max Density(pcf) Opt.Moisture(°k) Number A'&-, Alfredo Bu ' 1 Brown Silty SAND with Limestone Fragments 112.3 8.7 Florida V ®o 0 7/11 �C Ely ®i► 3884 Z I. SIATS OF '��''• OIV�pR10A:•�Q,Q • G� sS/ AL•EN B-%Compaction below specified requirement:C a Retest of previous test;D-Moisture content exceeds specified Ornt;E=Moisture Content Below Specified Limit;"Indicates Test has not been approved by a PE. Tested in general accordance with ASTM D6938.The results are applicable only to the Filter Criteria: Project ID®146688; locations tested andtor inspected and are not necessarily indicative of the entire lit or area where tests were performed.This report is for the exclusive use of the client to whom it is Page 2 of 2 addressed and should not be reproduced without permission. LABORATORY COMPACTION TEST REPORT 114 - 112 - 110 — CL 14112110CL c 108 106 - 104 4 6 8 10 12 14 16 Water content,% Test specification: ASTM D 1557-02 Method C Modified Elev/ Classification Nat. S G. LL PI %> % Depth USCS AASHTO Moist. p• 314 in. No.200 SM A-1-b NV NP 10.5 22.7 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density= 112.3 pcf Brown silty SAND with limestone fragments ��DO Optimum Moisture=8.7 % Project No. 146688 Client: Brackett Construction,INC Rett3'"4\ S , Project: Mulroney Sagle�e:A Skinipled By:J)argas •; o Location:Existing M'tl after footing excavation Sample Number: I The.bdefine }�,�te.��nt of the sgmpl tested �de��`tcto%end its for the •;'c�OR%VP;:�� Kaderabek �s •••�a� �G ure Tested Bv: J.Delgado _ �Irr 7318 Texas Trail www.projectclassic.com CA#29407 Boca Raton, Florida 33487 PROJECT CLASSIC. LLC. rola ® ' ®j® e se Structural Engineering Wednesday, June 15, 2016 Project: Addition & Remodeling Mulroney House City of Miami, Building Department Subject: 11" Floor CMU Inspection Miami, Florida Address: 1032 NE 98th Street Miami, Florida Gentlemen, Project Classic LLC has inspected the 1st Floor Engineered Unit Masonry for the above mentioned project. Included in this inspection are: • Poured concrete column, and tie beam reinforcement o Count o Size o Tie Spacing • Proper anchorage to adjacent beams and columns. • Filled cell size, laps, anchorage and spacing. • Elevation transitions located and tied • Concrete cover to the reinforcement checked for compliance with approved plans. The above inspected items adequately meet the Florida Building Code 2014 and are substantially in accordance with the applicable portions of the permitted construction documents as delineated in the special building inspection plan. Sincerely yours, No 72471 ° eQBlll@A0 Farld Abugattas, P.E. # 72471 farld0projectclassic.com PH: (954) 667-7803 FAX:(561)665-5438 CADropbox PClassic\Dropbox\Work\Construction\ClicntsUSR\Mulroncy-1640\Documents\I A Floor CMU Inspmdon.odt:06/15/16- 09:27:29 AM Page# 1 Of 1 �j Gale Insulation 3601-A Crossroads Pkwy Ft.Pierce, FL 34945 402657469 CERTIFICATE OF NO-BURN PLUS XD -INSTALLATION JOB ADDRESS: 1032 NE 98 ST MIAMI,FI- BUILDING PERMIT# This letter is to certify that Gale Insulation has installed approximately 2050 square feet of No- Burn Plus XD in accordance with the No-Burn Plus XD Manufacturer's Specification.(Roof Area, Kneewall) INSULATION CC# CGC1512179 CERTIFICATE DATE: 1/7/16 GALE INSULATION THE AFFIANT.JEREMY THEISEN,IS PERSONALLY KNOWN TO ME Sworn to and subscribed before we this rl day of 2Q.L(,, Notary public,State of Florida J� ' �'•Et'CSA S.SAPP .; A'•ta*Y Pu: : S,ate 0 F;eride Eapirts Au 1,2017 .�,n/f-41N4 3601-A CROSSROADS PARKWAY.FT.PIERCE,FL 34945 FT.PIERCE(772)465-9191•VERO BEACH(772)589-1514.STUART(772)283-3151 TOLL FREE(866)619-8456.FAX(772)489-6758 GALE INSULATION SIO#402637469 CERTIFICATE OF INSULATION—INSTALLATION BUILDING PERMIT# 7- JOB ADDRESS:1032 NE 98 ST MIAMI,FL STATEMENT OF COMPLIANCE: We,the undersigned, hereby certify that the thermal insulation has been installed in the referenced building in compliance with the Florida Model Energy Efficiency Building Code and the approved plans and specifications,and in accordance with good construction practice. The insulation furnished is of the type,thickness and R-value as set forth below. AREA TYPE I THICKNESS R-VALUE MANUFACTURER ROOF AREA 1 SPRAY FOAM 1 5.5" R-20 ICYNENE CLASSIC MAX MULTIFAMILY RESIDENTIAL CONSTRUCTION: The COMMON(PARTY)walls separating different tenants shall be insulated as follows: Frame/Metal Stud Walls R-11(min).CBS or Concrete Walls R-3(min)by Energy Code requirements. See FBC-2010-Energy Conservation.Section 402.2.12.These"minimum levels of insulation"are not included in the Energy Calculations,but shall be installed in the field. INSULATION CGC1512179 CERTIFICATIONN DATE:JANUARY 7,2016 INSULATION CONTRACTOR'S SIGNATURE: �`a^�`-''� BUILDER:SLUYTER CONSTRUCTION LLC: SIGNATURE: I PERSONALLY KNOW THE AFFIANT,JEREMY THEISEN. Sworn to and subscribed before me this_� day of r'-- 2016 Notary Public, State of Florida vl a•u..gy !Et ISA S.SAPP � N' tai��:�• Y Pu' State o1 r!crlCa :j:-,m Expitts nu;1.2011 Ft 41864 Miami Shores Village REC JUL 201 (�(r d\, Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY. Tei:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No. lrl Q,7 '4 - 16'� PERMIT APPLICATION Sub Permit No. WILDING [:]ELECTRIC ROOFING ❑ REVISION [EXTENSION [RENEWAL PLUMBING [:]MECHANICAL PUBLIC WORKS [:] CHANGE OF [CANCELLATION [ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 10:3,4, N , q r" 6Taej r City-, Miami Shores County: Miami Dade Zip: 3313.3 Follo/Parcel#: I I 3 01c 0 5—0116 - 0 3 4 0 Is thl a IMing Historically Designated:Yes NO Voe Occupancy Type: Load: Construction Type: v � Flood Zone: 8FE: FFE: OWNER:Name(Fee Simple Titleholder): 103,Z N& 9 STU 44et.p;,.64phone#: Address: Sine" C&-Q-A CPkA nP— �2i J f+f I,, ,-.re *,2G X City: 47r. State: CIL Zip: 9J-A-34 Tenant/Lessee Name: Phone#: Email: �[,p-�. (� ( p�vim( CONTRACTOR:Company Name: erask- " `-DVi� ' "®nj ��C' Phone#:"l" 1^bqI,?64? Address: U'84 SAN $ stagk City: �� State• Zip: 3 8 G Qualifier Name: Q� Phone* /--Ve-7 State Certification or Registration e#: 2!3 Certificate of Competency M DESIGNER:Archit it/Engineen. v" h Phone#:�r3(6aao--7t 1� p Address: Lft" City: # h State: 'L- Zip:33 414 Value of Work for this Permit:$ Square/Linear Footage of Work: �'3� � Type of Work: [ t'Addl ion Alteration ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee$t • Permit Fee$ CCF S CO/CC$Som Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews S Bond$ r TOTAL FEE NOW DUE$ �JO (nevhedO7/24/2014) Bonding Company's Name(if applicable) Bonding Company`s Address city State T1 Mortgage lender's Name(if applicable) Mortgage Lender's Address V1 P- 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 on estimated value exceeding$2500,the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment Also,a certified copy of the recorded notice of commencement must be posted at the job site for the flrst inspection which occurs seven (7) days after the building permit is issued. in the absence of such posted notice, the Inspection will not be approved and a reinspection fee will be charged. Ib3.2 RIF�'�ri4 ✓ Signature 5 Signature >�y r CHS OWN R or�AG�NT� � - R CONTRACTOR The foregoing Instrument was acknowledged before me this The foregoing Instrument was acknowledged before me this day of -7%j Alm .20 1 q .by day of �I� 20 w by fA isw HAg tL A.$A Wp,. who is personally known to �4 5Vzh4t Z&r ,who ersonally known nj 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. NOTARY PUBLIC• NOTARY PUBLIC: Sign: Sign: Q: (�+M G GENE SHERI PrintPrint: ' VMMISSICW#EE139715 Seal: LftnaCTa�o Seal: �': EXPIRES February 17.2018 I •Bt"of NarrYa4 fir)39A-0183 ir>y Coaaa Expiresi�J +►►++++►+r►•►++++sr+s•+s++s►► ++s►s r+r++s +ssrsrsss••s►r•rssar►►+++►rsrrss+s►•►srrrrrrF7;Tz`onIng rsrr+ 15 APPROVED BY f�Plans Examiner S4k14114 113 Structural Review Clerk (RoMdQW4/=4) O . 5 t Miami Shores Village 9 Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tet: (305)795.2204 Fax: (305)756.8972 PREPARED BY: DECLARATION OF USE KNOW ALL MEN BY THESE PRESENTS: WHEREAS,the undersigned ip:ia N t gsrM kka;&! /are the fee simple owner(s)of the following described property('Property') situated and being in Mama Stores Village,Florida Lot(s) 15 Blork 186 of Rk y A Miw*- :5 1-62t s—(Subdivision),according to the Mat theW,as recorded In the Plat W Page hof the Public Records ofMlami-Dade County,Florida,(address)103,2 NE K 9y.*:5 r,M;Ao%: S Ao12&--,.fLand WHEREAS,the undersigned owner(s)have sought certain development approval from Mini Stores and are providing this document in consideration thereof and to Induce the Village to grant same: NOW,THEREFORE,for good and valuable consideration.the receipt ami sufficiency of which Is acknowledged,the urslersigned doles)herr declare and agree: 1. That the Property will not be used In violation of any ordinance of Miami Shores Village or Miami-Dade County now In effect or loretnefter enacted. 2. That the property will be used for a single family residence only. 3 That he/she will not convey or cause to be conveyed the tide to the above property without requiring the successor in five to abide by all terms and conditions set forth herein. FURTHER,the undersigned declare(s)that this covenant is intended and shall constitute a restrictive covenant concerning the use,enjoyment and title to the above Property and shall constitute a covenant runabg with the land and shall be binding upon the undersigned,hisfhersuccessors and assigns and may only be released by Munni Shores Village,or its successors,in accordance with the codes,rules and regulators of said Village tion in effect. /r� IN WITNESS WHEREOF,theu ndersgned hWme caused h i S hands)ami se d(s)to be affixed hereto on this L I day of J.a&W— sEs) JL, i of Ct$ra fd;, uG �T�i�fiLt?.Gc, lig ✓ signature and print�7��4 Y/J14 /Z / end Print A(444M t— &A I <-At O egg) dinky,? Swulture signature and Print and Print STATE OF FLORIDA ) COUNTY OF MIAMI-RADE ) I HEREBY CERTIFY that on this day personally appeared before me 1N:&-%Ade f— I -so 14;A who is„ersonally know tome or has produced (type of identification)as Identification and he/she acknowledge that he/she exeartedtre foregoing,freely and volunterily,for purposes therein expressed. '� ry- SWORN TO AND SUBSCRIBED before me on this_a day of cP-SQ— 20III. My commission expires: NOTARY PUBLIC,STATE F f4aMBA � -IA(-K Lip"C T+tim"* NoWyPte-f3lateatIVD Vb* Me.01TA91 S ANy Cann. judgment and knowledge of local/regional wage scales can provide additional guidance to determine reasonable labor rates for professional trades(i.e. electricians, plumbers, block masons, framing, HVAC). SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE ITEMS TO BE INCLUDED (Please check off each line) ALL STRUCTURAL ELEMENTS INCLUDING: KSpread or continuous foundation footings and pilings [TMonolithic or other types of concrete slabs [Bearing walls, tie beams and trusses [.?'Wood or reinforced concrete decking or roofing KFloors and ceilings []Attached decks and porches ]'Interior partition walls [Exterior wall finishes (e.g., brick, stucco or siding) including painting and decorative moldings [,]'Windows and doors [.f Re-shingling or re-tiling a roof [vy Hardware ALL INTERIOR FINISH ELEMENTS, INCLUDING: [%]filing, linoleum, stone or carpet over sub-flooring [,fBathroom tiling and fixtures &p Wall finishes (e.g., drywall, painting, stucco, plaster, paneling, marble or other decorative finishes) [%]''Kitchen, utility and bathroom cabinets j] Built-in bookcases, cabinets and furniture [�Hardware ALL UTILITY AND SERVICE EQUIPMENT, INCLUDING: [,]'HVAC equipment [q'Repair or reconstruction of plumbing and electrical services [tyLight fixtures and ceiling fans [] Security systems [] Built-in kitchen appliances [] Central vacuum systems []Water filtration, conditioning or recirculation systems ALSO: [+�J Labor and other costs associated with demolishing, removing or altering building components (�}Overhead and profit ITEMS TO BE EXCLUDED Plans and specifications Survey costs Permit fees Debris removal, (e.g., removal of debris from building or lot, dumpster rental, transport fees to landfill and landfill tipping fees), clean-up (e.g., dirt and mud removal, building dry out, etc.) Items not considered real property such as: throw rugs (carpeting over finished floors), furniture, refrigerators, appliances which are not built-in, etc. OUTSIDE IMPROVEMENTS, INCLUDING: Landscaping Sidewalks Fences Yard lights Swimming poolMspa Screened pool enclosures Sheds Gazebos Detached structures (incl. garages) Landscape irrigation systems Docks and Davits Seawalls Driveways Decks ITEMS REQUIRED TO EVALUATE YOUR APPLICATION APPLICANT MUST SUBMIT ALL OF THE FOLLOWING (please check off each item): 1. Completed and signed application for substantial damage/improvement review(included in this package). 2. Elevation certificate if property is located above base flood elevation. 3. Property Owner's Substantial Damage or Substantial Improvement Affidavit signed, notarized and dated (included in package). 4. Contractor's Substantial Damage or Substantial Improvement Affidavit signed, notarized and dated (included in package). 5. Estimated Cost of reconstruction/improvement form (included in package) and all required backup. Include subcontractor's bids and itemized cost lists (see footnote on Cost Estimate Form). 6. This checklist. 7. Copy of construction contract. If the owner is the contractor, submit all subcontractor bids to document the cost estimate. Application Cost Estimate of Reconstruction / Improvement Number Date Address This cost estimate of reconstruction/improvement must be prepared by and signed by the contractor or by the owner if the owner acts as the contractor.Owners who act as their own contractors must estimate their labor cost at the current market value for any work they Intend to perform. Sub-Contractor Bids Contractor or Owner Material Labor Costs Estimates Costs Bid Amounts(see note "D") 1. Masonry 2. Carpentry Material(rough) 3. Carpentry Labor(rough) 4. Roofing 5. Insulation and Weather-strip 6. Exterior Finish (stucco) 7. Doors,Windows& Shutters 8. Lumber Finish 9. Hardware 10. Drywall 11. Cabinets(Built-in) 12. Floor Covering 13. Plumbing 14. Shower/Tub/Toilet 15. Electrical& Light Fixtures 16. Concrete 17. Built-in Appliances 18. HVAC 19. Paint 20. Demolition& Removal 21. Overhead &Profit SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE APPLICATION FOR SUBSTANTIAL DAMAGE OR SUBSTANTIAL IMPROVEMENT REVIEW Property Address: Property Owner's M: e Property Owner's Add ss: C/o Property-Owner's� `Y Phone Number: - / - 00 Contractor's dame: n®a QS F 6/-0 CA -ff d e Contractor's I o��, S� l,P�� vo Q� ,�� M fG Address:_ g .. � Contractor's Phone Number: I_ .7 ,?8 7 Flood Zone BFE Lowest Floor Elevation (Excluding garage or carport) Check one of the following: [J I am attaching a State Certified Appraiser's report, valuing the structure at: I am not attaching a State Certified Appraiser's report and I accept the use of the valuation of my property that has been recorded by the County Property Appraiser's Office. SIGNATURES: Property Owner: Date: / Contractor: Date: '7 SUBSTANTIAL IMPROVEMENT OR SUBSTANTIAL DAMAGE PROPERTY OWNER'S SUBSTANTIAL DAMAGE OR SUBSTANTIAL IMPROVEMENT AFFIDAVIT Property Address: � J-0 Contractor's Name: Property Owners� Name: � ��C- Pr9perty Owner's Address: 4) 4.1 i o a'L 40-A 0- J1. .x.333 Y Property Ow er's hone Number. vrY-- -119/ ®D fl? 1 hereby attest that the list of work and cost estimate submitted with my Substantial Damage or Substantial Improvement Application reflects ALL OF THE WORK TO BE CONDUCTED on the subject structure including all additions, improvements and repairs and, if the work is the result of Substantial Damage, this work will return.the structure at least to the"before damage"condition and bring the structure into compliance with all applicable codes. Neither I nor any subcontractor or agent will make any repairs or perform any work on the subject structure other than what has been included in the attached list. 1 UNDERSTAND THAT I AM SUBJECT TO ENFORCEMENT ACTION, WHICH MAY INCLUDE FINES, IF ANY INSPECTION OF THE PROPERTY REVEALS THAT I, OR MY CONTRACTOR, HAVE MADE REPAIRS OR IMPROVEMENTS NOT INCLUDED ON THE ATTACHED LIST OF REPAIRS OR THE APPROVED BUILDING PLANS. See attached itemized list. STATE OF eW 40(1(- COUNTY OF Before me this day personally appeared K , who, being duly swom, deposes anj says hath he ti con5dPi� . eread, understands, and agrees to comply with all the aforeme Property ner's Signature Sworn to and subscribed before me this _day of , 20. Notary Public State of My commission expires ag Low"CTsW"s Mohr �ditW 8* �1.s 5 i I 7318 Texas Trail www.projectclassic.com CA#29407 Boca Raton, Florida 33487 PROJECT CIASSIC . f � r Structural Engineering Tuesday, September 29, 2015 Project: Addition & Remodeling Mulroney House City of Miami, Building Department Subject: Truss Engineering Inspection Miami, Florida Address: 1032 NE 98th Street Miami, Florida Gentlemen, Project Classic LLC has inspected the Main roof truss anchorage system at the above referenced address for the following items: LAU wood roof trusses have been anchored with their specified approved steel straps as per the approved structural plans. 2.Nailing spacing on top chords, bottom chords and diagonal webs to attach together multiple ply girders. 3.T braces and web bracing as detailed in the approved truss engineering. 4.1.ateral restraints and bottom chord bracing. S.If applicable, framing to restraint top of wall has been installed at 24" o/c where trusses run parallel to these walls. The above Inspected items adequately meet the Florida Building Code 2014 and are substantially in accordance with the applicable portions of the permitted construction documents as delineated in the special building inspection plan. Sincerely yours, No 72471 STATE OF AL �Ir Farld Abugattas, P.E. # 72471 farad@pro jectclassic.com PH: (954) 667-7803 FAX:(561)665-5438 G:\Dropbox\Work\Construction\Clients\JSR\Mulroney-1640\Documents\Truss Engineering inspection.odt:09/29/15-01:21:59 PM Page# 1 Of 1 7318 Texas Trail www.1rojectclassic.com CA#29407 Boca Raton, Florida 33487 PROJECT 0 CIASSICIMPOR � $��Enring Tuesday, September 29, 2015 Project: Addition & Remodeling Mulroney House Building Department Subject: Plywood Nailing Address: 1032 NE 98th Street Miami, Florida Gentlemen, Project Classic LLC has inspected the plywood nailing to the wood roof trusses for the above mentioned residence. Edge, Intermediate, boundary and corner nailing have been verified to comply with the size and spacing of nails per the approved set of structural plans. Plywood sheets are appropriately supported on trusses on the seams and grain direction run perpendicular to the direction of the trusses. 2x4 Truss Bottom chord bracing has been appropriately spliced and attached to the trusses. The above inspected items adequately meet the Florida Building Code 2014 and are substantially in accordance with the applicable portions of the permitted construction documents as delineated in the special building inspection plan. Sincerely yours, No m 71 e a 0 STATE OF e Farad Abugattas, P.E. # 72471 farld@projectclassic.com PH: (954) 667-7803 G:\Dropbox\Work\Construction\Clients\JSR\Mulroney-1640\Documents\Roof-Plywood Nailing-Before Dry In(2).odt-Printed:09/29/15 -9/29/2015 Page# 1 Of 1 A/ UE� JOHN S. REED Date: June 17, 2015 ARCHITECT AR951 71 Project Blame: Mulroney House 1032 NE 98TH Street Miami, FL 33138 Miami Shores Village- Building Department 10050 N.E. 2nd Avenue Miami Shores, FL 33138 4 2 6 a o 2 0 '� Permit No: RC 14- 1624 Ph 561-362-7203 Fax 561-362-7204 To whom it may concern: 970 SW 14th Street Boca Raton, FL 33486 JSRDesignGroupg1bPiisoulh net 1 filled cell shall be added to the existing NE comer of the existing 2 story structure from the foundation to the l st tie beam.This is in addition to our poured column adjacent to the west. W , I i mom mmm am= =am MM6 I I I 1 1 4°Concrete Slab with concrete reinforcement with 6 x 6-10/10 W.W.M. doubled at 481 perimeter on minimum 6 I mm polyethylene vapor barrier over clean 6 I well compacted poison treated sand fill-minimum 95'%compacted proctor at 2500 P.S.F.(Typical) HELICAL — — —— ——— — — - - F " o Extend existing steps to side of new wall I I v I I of stair landing-field verify scope Please do not hesitate to contact me with any questions. Thank yo kr your time. John Sh On Reed, Architect AR95171 (FL Registration Number) JSR Design Group Inc. AA26002033 970 SW 14th Street Boca Raton, FL 33486 (561)362-7203 TERrTE PRETREAT SPECIALISTS 1 -866-PRE-TREAT 1 -800-487-8190 D/L/CEN . FAX 561-3943760 MyDiligent.com TERN/TESERVICES Stat® License JBI45875 Notice of Preventative Treatment for Termites (as required by Florida Building Code(FBC)104.2.6 and Broward County Chapter FBC 105.2.2) PEST CONTROL I LAWN,TREE&SHRUB CARE I TERMITE PROTECTION I MOSQUITO CONTROL I LANDSCAPE SERVICES SERVICE ORDER NUMBER e' -9 Js1' SERVICE DAT � TIME 11:'15 WEATHER CONDITIONS �falnsay DEVELOPMENT*ME(PROJECT) CONTRACTOR'S/,PNAME� CONTACT PERSON STRUCTURE ADDRESS(LOT/BLOCIQ CITY,STATE,ZIP CODE COUNTY /03,2 AIE 99-A S-A-44_4 /Ni,?mo SAeres 10 FL 331319 IV6"i- X4 CONTACT PHONE NUMBER NOTES 95'5/-69/- _2887 Te'q'4d .3 o eas - r,,,4 ,S' - rs r ado TREATMENT TYPE/AREA ❑FLOATING ❑MONOLITHIC X PATIO ❑GARAGE ❑DRIVEWAY ❑STEM WALL ADDITION ❑CUTOUTS ❑FOOTERS ❑FRONT ENTRY ❑EXTERIOR PERIMETER FOR RENEWAL )(OTHER S*A h CS TREATMENT TYPE ❑TAMP&TREAT TREAT ONLY ❑FINAL ❑RETREAT ❑BORA CARE TREATMENT ❑TERMITE BAIT STATION PRODUCT ❑BASE LINE ADONIS 2F ❑ADONIS 75WSP ❑DEMON TC ❑TERMIDOR TC ❑BORACARE ❑OTHER ACTIVE INGREDIENT +HONCENTRATION ••••••••, ❑.05% .0.06% J .1% ❑.12% ❑.25% ❑OTHER GALLONS APPLIED ®�Q�$T CQ/`//;♦♦ �{ s ��• P p O R ,♦'bi SQUARE FOOTAGE ®�-s1 LINEAR FOOTAGE ; (�;O q J .� SQUARE FOOTAGE VERIFIED i )(YES ❑NO ❑MEASURED OR VERIFIED PER PLANS ♦ 10 0 o J013 READY CONDITIONS MET �. ♦♦• .� .�� )kYES ONO DETAILS ,••••••®e SAFM CONDITIONS As per 104.2.6 FBC-H soil chemical barrier method for termite prevention Is used.Final exterior treatment shall be completed prior to final building approval. Certificate of Compliance: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.(Per the Florida Building Code.) If this notice is for the final exterior treatment,Initial and date this line fTERM7_MONITOR INSTALLED ❑YES ❑NO} FINAL STICKER . ❑ELECTRICAL PANEL ❑WATER HEATER OTHER Payment Terms: Customer's payment in full is due at time of Initial service.Cuirwmer agrees that a finance charge in tate amount of 180/6 per annum will be assessed on all unpaid balanc are n tisfled by the due date. In the event a collection process becomes necessary to recover an unpaid balance the following fees will a8saseed in ng but not limited to: collection service fee,attomey's fee,finance chargee and non-sufficient funds paymerht Customer wu res yi costs associated with any collection process. 6 � Date Ar Data Chudo Owner or Agent) Q.s1-800-487-8190 ok & MyDiligent.com Corporate 3500 NW Boca Raton Blvd. I Suite 714 I Boca Raton,Florida 33431 1 800.487.8190 14 s6 Commerce Way Report of f=ield Moisture and Density Tests Miami Lakes,FL$3016 T:305 666-3563 u Project: 1032 NE 98 Street(Mulroney Residence) Project No.: 146688 Location: 1032 NE 98 Street, Miami FL Technician: Remy Metayer-NV5 Client: Brackett Construction, Inc. Contractor: Brackett Construction, Inc. Report No.: Revision No.: Test®ate: 06/15/2015 NUCLEAR GAUGE/NFORltAi4T10N. Serial No.: 11480 Model:13411-B I Manufacturer: Troxier Actual Test Probe Proctor Dry WC Actual Comp. WC No. Workgroup Location Elev. Depth Number Density (°k) �P- Fall Comments (In) (Poo (%) (0�) 1 i Slab on Grade Front slab-3'West of East Wall 6"below 12 1 108.1 10.3 96.3 95 Pass finish floor and 2 North of North Wall elevation - 12 Slab on Grade Front slab-8'West of East Wall 6"below 12 1 108.5 10.5 96.6 95 Pass finish floor and 2 North of North Wall elevation - Rear slab- 6"below East of East Wall 12 1 110.6 9.2 98.5 95 ass finish floor 13 Slab on Grade and 2'North of South Wall I I ��O/ J ��J elevation r Soil Description Max Density Owo Opt.Moisture 1 Brown Silty SAND with Limestone Fragments 112.3 8.7 d ? Florida LJcensloy I 9. 95 Ar -® STATE OF ` ��,c� e JRt53�e��i�B�� 8® B-%Compaction below sperm requirement;C=Retest of previous test D e Moisture content exceeds spedfled stmt;E a Moisture Content Below Specified t fft Indicates Ted has not been approved by a PE. Tested In general accordance with ASTM DOM The results are applicable only to the _ Filter Criteria: Project 113-146688;Start Date 6/15!2015; locations tested and/or Inspected and are not neoessadly indlcative of the entire lift or area where tests were performed.This report is for the exclusive use of the client to whom it is Pae 1 Of 1 addressed and should not be reproduced without permission. g —IS2 James F. Biagi PE Consuftft Engineer Date: May 1, 2015 RE: Street Address: 1032 NE 98e'Street. Miami Shores, FL. Permit Number. Contractor. Bodax Foundation inc Inspection Performed: 5 Helical Piles with Haunches To whom It may concern: I have been retained by the owner to perform a special Inspection per Florida Building Code 2010. 1 have Inspected 5 Helical Piles with Haunches on May 1. 2015 and found the work was dorm,substantially in accordance with the applicable portions of the permitted construction documents as delineated In the special building inspection plan and the Florida Building Code High Velocity Hurricane Zorn, and all shop drawings,surveys, certificates and product approvals were on site at the time of the inspection. VerYaly► • i 31 i .E: F&.37467 r OF 43 1915 HE 45TH STREET,SUITE ffi107 FT.LAUDERDALE,FL 33308 PHiFAX 954 776 6004 HELICAL PIERS INSTALLATION LOG Cr. Piles I.D. Type of Specified Torque Installed Torque Penetration Number&Size No: No: Pier (Ft.Lbs): (Rt.Lbs): (ft): of helical: ; Date:5-1-2015 1 P-1 Helical 1300(5465) 5465 13R 12" 14" 25 Haunch 2 P-2 Helical 1300(5465) 5465 25R 12" 14" 25 Haunch - 3 P-3 Helical 1300(5465) 5465 14R 12" 14" 25 Haunch 4 P-4 Helical 1300(5465) 5485 14R 12" 14" 25 Haunch 5 P-5 Helical 1300(5465) 5465 13R 12" 14" 25 Haunch 6 7 8 S 10 11 12 13 14 15 16 1T 18 19 20 0� ° 5 F• ��o ee�e •'OCENS ®mai Project Mulroney Residence Load: 12.5 Tons �' F •'. o WAf 46 Contraetor: Brackett Construction Misc.lnfo: Haunch m l Q: Address: 1032 NE 98th Street Miami Shores �O••.. OF °�1� WPM- ...... \wee N`` • M' 'Oo�eo��F9f 1�4196btP��••®�e to N fit \1 M NV5 14486 Commerce Way Report of Field Moisture and Density Tests RIV15 Miami Lakes,FL 33016 T.305 666-3563 Project: 1032 NE 98 Street(Mulroney Residence) Project No.: 146688 Location: 1032 NE 98 Street, Miami FL Technician: Yuri Diaz-NV5 Client: Brackett Construction, Inc. Contractor: Brackett Construction, Inc. Report No.: Revision No.: Test Date: 05/26/2015 NUCLEAR GAUGE INF_ORmA77QN, Serial No.: 39507 Model: '3440 I Manufacturer: Troxler Actual. =Probe' Actual, MlC. Test Proctor Dry WC Pass/ , No. Workgroup - Location Elev. Depth.` 9 Comp. Spec Spec Comments Number Density (/o) { ) Fail B, t (/o) (/o) % 6 Column pad Spread Footing at Front of the 6.46 10 1 111.8 10.6 99.6 95 Pass C- Retest of House Test No. 5 7 Column pad 48PF 6.46 10 1 109.2 9.9 97.2 95 Pass C- Retest of Test No. 4 8 Column pad 36PF North 6.46 10 1 108.5 11.3 96.6 95 Pass C- Retest of Test No. 1 9 Column pad 36PF Center 6.46 10 1 108.9 11.6 97.0 95 Pass C- Retest of Test No.2 10 Column pad 36PF South 6.46 10 1 109.1 10.1 97.2 95 Pass C- Retest of Test No. 3 Proctor Soil Description Max Density(pcf) Opt.Moisture(./.I Number Alfredo Bu 1 Brown Silty SAND with Limestone Fragments 112.3 8.7 Florida Lr7/2....JZ_- E®® . �✓ 0 E/yS, No. 43884 S ATg®F o'OF''••ZCRIO .�'tc,� \V ss�ONAL ON B-%Compaction below specified requirement;C=Retest of previous test;D=Moisture content exceeds specified Iimt;E=Moisture Content Below Specified Limit;'Indicates Test has not been approved by a PE. Tested in general accordance with ASTM 136938.The results are applicable only to the Filter Criteria: Project ID=146688; locations tested and/or inspected and are not necessarily indicative of the entire lift or area where tests were performed.This report is for the exclusive use of the client to whom it is Page 2 of 2 addressed and should not be reproduced without permission. R-C N-16 ZY 7318 Texas Trail www.projectclassic.com CA#29407 Boca Raton, Florida 33487 / � �/•�� t = UILASSIC , a Stntctltral Enghieeritig Thursday, August 27, 2015 Project: Addition & Remodeling Mulroney House City of Miami, Building Department Subject: 2nd Floor CMU Inspection Miami, Florida Address: 1032 NE 98th Street Miami, Florida Gentlemen, Project Classic LLC has inspected the2nd Floor Engineered Unit Masonry for the above mentioned project. Included in this inspection are: • Poured concrete column, and tie beam reinforcement o Count o Size o Tie Spacing • Proper anchorage to adjacent beams and columns. • Filled cell size, laps, anchorage and spacing. • Elevation transitions located and tied • Concrete cover to the, feinforcement checked for compliance with approved plans. The above inspected items adequately meet the Florida Building Code 2014 and are substantially in accordance with the applicable portions of the permitted construction documents as delineated in the special building inspection plan. ® ��ti�1111IB®�J Sincerely yours, No 72479 ° ° dy' BTAM WXORION Aga ®®®�®®ONAL ®°®°® Farld Abugattas, P.E. # 72471 eAoo t d o 10�`® farld@projectclassic.com PH: (954) 667-7803 FAX:(561)665-5438 D:\Dropbox\Work\Construction\ClientsUSR\Mulroney-1640\Documents\2nd Floor CMU Inspection odt:08/26/15-07:49:14 PM Page# 1 Of 1 7318Texas Trail www=12rojectclassic.com CA#29407 Boca Raton, Florida 33487 / 'x I C AS kS I O S11-lictillal F;llif'l'i"ill» Monday, July ao, 2015 Project: Addition & Remodeling: Mulroney House Building Department Subject: 1111 Floor CMU Inspection Address: 1032 NE 98th Street Miami, Florida Gentlemen, Project Classic LLC has inspected the 1st Floor Engineered Unit Masonry for the above mentioned project. Included in this inspection are: • Poured concrete column, and tie beam reinforcement o Count o Size o Tie Spacing • Proper anchorage to adjacent beams and columns. • .Filled cell size, laps, anchorage and spacing. Elevation transitions located and tied i Concrete cover to the reinforcement checked for compliance with approved plans. i i The above inspected items adequately meet the Florida Building Code 2014 and are substantially in accordance with the applicable portions of the permitted construction documents as delineated In the special building inspection plan. Sincerely yours, \\\\X%i+iii l6 f lE/ O pi3UG� •r'9 �,� r \� Q�C�• SF• \pEN • , cA No 72471 _ LL'_ J'0 •: 'rte: i� STATE OF Farad Abuattas, P.E. # 72471 f rrld_ORr Agct lalic.com PH: (954) 667-7803 FAXgs.61)665-5438 C:\Users\Farid\Desktop\1st Floor CMU Inspection.alt:.07/19/15-07:18:22 PM Page# 1 4f I I S { 4 t ®®so � DesignStar load Calculation R �� Rewhar+e interdedfbr usewith Ruud hating and cling systiems �r r x •�z3�- - '�� . ' '�r�3 � ��, ,�-.sbis na� x��3 f ��S�t�,3. ��x"� f.z,,.t 1�3tiltlE', l; ngile 25.7-791 r t , Phage: 01 41ro,3908 8mai: .�5 ••..... . • SHR" ...... �1u 1°1lber o�residerlt55,.. ..w:►.s . ..:..' Ceiling height g •...... • Wall'U valueR-value; rs:. • • •.• �.•.•• Floor U-ualue R-value 0.21 5 f eil ng: -value Wvalue 0.{}S3 9 . Window U-value 0.5 Wintlnw SHC 0. 5 Moisture grains 58 Dugt loss'a 10 Duct gain °k 10 Cooaling rifiltr'a o EACH) fl.6 Heating ,inflltration (ACH) 0.8 rater ventiaation I i Summer ventilation 1 Design Conditions Outdwr. Heating COONN: Daily range Rel0humidiigr" Moisture difference 58 indoor Heating Cooling 77 Indoor temperature VF} 15 Design temperature difference(OF) 20 20 . . .... ...... ...... . ...... .... ...... .... .... ..... • see ...... • I t - s > rob IRWIN �h ve to "� aMu' ' 3 3 see*0 `. ;s. s+'1`ai Yy5i4 '>v�etytt' 'a.L�.,'''wy,� i' 3 •• t ..ViT"as • f7. v �j, "�S J4 3 *Soo i� + ft3f y��, �` T� 11k��• •IrYV s • 00000 440 * Mis•46 • Lal =' • i: �- 'f••••• �' fiiif• SKR 0.83 •.. a 7 tR 1,91 Tans: Cooling Loads 20,811 BTU/hr �Sensible Vendiadon Latent Vendladon SenslMe People Load Labent People Load Sensible Infihradon tNindows 3� system Efficiency watt --Wall l Latent Intilb atton Internal AED Graph 10000 7500 + � 5000 s 2500 0Sam 4am loam 11am 12pm fpm 2pm 3pm 4pm 5pm bpm 7pm Spm ®Hourly Loads —Average • • _ • System equipment selection will be made using the following derived values. Glass (E) .50 sq. 'ft .. G� L S M' '.. .' goof** Glass (N) 50 sq. ft ...... - • Gia t 36 Summer Outdoor. 95° of 09. `+�...' ...... 77 '' 009.:0 AmerVe 84 .. Summer Indoor 75°F '..' 5us>�r> er:Iesgn Grabs SO° Winl3Iir`Outdvor' 50OF ... inW Indoor 70° Sensible Coaling 17,213 Btuh Lat r'�t Ccr rtg 3-5 ptu ReOitd' olrt f irflouir : 782 Fiw Se sl aNew# rig 6,51 BtU l l r t eatrr�g �w 8+6+CM All raknlatios are bssea Ftp aproveci fitvac"dusUy;�fclat ds ae�d,pm� ares a ccinapt�i h atirck state ar�d federaM code r�ulre�er►�Sf �,�� reser arra r�t�,Pr�uct prov�i�b��'�t�y fir , e:ati • • v • Area °/a'of toad wall' ' 1543 23.4 Floor U Cei lln X48 12.9 Windows 151() 24;5 ini9ti€r► 1964 29. 5 Ventitatlan 2© 0.3 : System Efficiency Loss 5g9 91 Heating Loads 6,584 B"ft!/hr r iwws • Floor wa�� wrw�►+i'i+r `' '. Ventilation ww�r►►• • •••••• System Ettkiemy Loss w wi•s�rw �' �'.• • Infiltration Ceiling + NF1► s wv*�4 •••• 4 ; 1 'y CS ry�C • E # � w F � ••a••a • ig 0i •" i • Wall Windows w- .............. , _ az YA � F � 7� � �'SI ry�Pt E• 6� �� ¢tw �S 1� i I4 JOHN S. REED Date: January 28, 2015 ARCHITECT AR951 71 Project Name: Mulroney House 1032 NE 98TH Street Miami, FL 33138 z Miami Shores Village Building Department �1260020 33 10050 N.E. 2nd Avenue Ph 561-362-7203 Miami Shores, FL 33138 Fax 561-362-7204 Permit No: RC 14 - 1624 970 SW 14th Street CorY Boca Raton, FL 33486 JSRDesignGroup@bellsoulh net To whom it may concern: Revisions have been made for the above mentioned project as follows: The Structural Engineer, Farid Abugattas of Project Classic, has signed the drawings Sheets A4 (Foundation), A5 (Roof), A8, A9, Al 0. Mr. Farid also added additional minor revisions and notes to these sheets. Sheets Al and Al are also submitted, and revisions/additions on these two sheets are indicated with clouds with a revision triangle to indicate Revision #2. Please do not hesitate to contact me with any questions. Thank you for your time. " 161820 �j J i John Sherry an Reed, Architect AR95171 (FL Registration Number) JSR Design Group Inc. AA26002033 970 SW 14th Street Boca Raton, FL 33486 (561)362-7203 APR 0 7 2015 Miami Village ,. . Shores -�� Building Department 1pR�pA 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by t-rr to perform special inspector services under th florldBuilding Code at the lea nib 9 Z SIPc=-i project on the below listed structures as of (date).I am a registered-ar�or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ PECIAL INSPECTOR FOR PILING,FBC 1822.1.20(84404.6.1.20) .ef S IAL INSPECTOR FOR TRUSSES>36 LONG OR 6'HIGH 2319.17.2.4.2(84409.6.17.2.4.2) PECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4(84407.5.4) SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(84408.5.2) o SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404A.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(84405.9.12) ❑ SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The f owi g individu {s)employed by this firm or me re a odzed representatives to perform inspection 1. 2. 3. 4. -e— *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program;successful completion of the NCEES Fundamental Examination;or registration as building inspector or general contractor. I,(we)will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector.All mandatory inspections,as required by the Florida Building Code,must be performed by the County.The Village building inspections must be caned for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department.Further,upon completion of the work under each Building Permit I will submit to the Building Inspector at the me of final Inspection the completed inspection log form and a sealed statement indicating that,to the best of giy knpwledge,tVJW a17d •••• • professional judgment those portions of the project outlined above meet the intent of the Florida Bby4iAg rode and.aro jn .• substantial accordance with the approved plans. ...... ..:. ....:. Signed and Sealed %.It%%tt"101iso,,pngineerl�shijo E- ...... f. �.�`%%��1 EN J. ''��lame ---.- 11 * - . �•� risIb i/I•IfGIW •.• ••• •....• �0• 7 377 ; A }-�tCY.rY1 t LG IC�!S t I w • DATE: 02- 3r 6 I otne�io S 1 Cp(o Co -"3rJ�3 ...... . . . . . ...... T ...... •, .. .... Created on 6/10/2009.- -'•0A10 Q;.•��,��. .•.. ''►ONAL•ENG�,,,,.. '�' ttttttttt,00 MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES MIAMI-DADE PERMrMNG AND INSPECTION CENTER 11805 SW 26 STREET MIAMI,FL 33175-2474 NOTICE TO MIAMI-DADE COUNTY BUILDING OFFICIAL OF EMPLOYMENT AS SPECIAL INSPECTOR /UNDER THE FLORIDA BUILDING CODE I (We) have been retained by �l �`-`""� S to perform special inspector services under rid Building Code at the 1 Dl;, �Je V SEjaroject on the below listed structures as of (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: SPECIAL INSPECTOR FOR PILING,FBC 1822.1.20(R4404.6.L20) (� SPECIAL INSPECTOR FOR TRUSSES>35'LONG OR 6'HIGH FBC 2319.17.2.4.2(R4409.6.17.2.4.2) G SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.14(R4407.5.4) SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 2218.2(R4408.5.2) =t SPECIAL INSPECTOR FOR SOIL COMPACTION,FBC 1820.3.1(R4404.4.3.1) SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4405.9.12) (For tilt-up walls systems,inspect reinforcement as well) F] SPECIAL INSPECTOR FOR CURTAIN WALL,FBC 2414.7(R4410.5.7) SPECIAL INSPECTOR FOR STRUCTURAL GLAZING,FBC 2415.7.2(R4410.6.6.2) SPECIAL INSPECTOR FOR LIGHTWEIGHT INSULATING CONCRETE,FBC 1917.2(R4405.12.2) Ll SPECIAL INSPECTOR FOR X=: Only the marked baxes apply. The following individuals)employed byytthis —firm,or me are authorized representatives to perform inspection* 3. 4. *Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include: licensure as a professional engineer or architect;graduation from an engineering education program in civil or structural engineering;graduation from an architectural education program;successful completion of the NCEES Fundamentals Examination,or registration as building inspector or general contractor. I (We) will notify the Miami-Dade County Building Official of any changes regarding authorized personnel performing inspection services. I (We)understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami-Dade County Building Inspector. All mandatory Inspections,as requiredJW*tbe Florida Building Code,must be performed by the County. The County building inspections must bj calleq for on ellmwandatory• :• Inspections. Inspections performed by the Special Inspector hired by the Owner are in 88ditibn to the*rbbndatory Inspections performed by the Department: Further,upon completion of the work under each�uJ1VJrLg Permit+.will subm=it to the Bull4t# #4NAp4qtqr at the time of final inspection the completed inspection log forum aad a sealed.ttatemebl* lndi�qw#n ' cFi hi z ,my knowledge,belief and professional judgment those portions oft*project rntNined above: mit tb�.i �aa*ilding Code and are in substantial accordance with the approve'bpl3ds. . . y /� •• •• •• ••• •• �'°• e° • i Engineer/Architect •••••• • • : •; 'k = Name JAMSS' t31 1 ••* *0 �_ -- (PRINT) • • • Address lqIr, PIT 45 T" D%V- •VL • Date��Y°�� ► �� Phone No.q94 T?co $2004 �.. Miami Shores Village Building Department ZOR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305)795.22% Fax:(305)756.8972 MIAMI SHARES Y�LLAGE NOTICE T-0UILDIf R. MENT OF EMPLOYMENT AS:'BPEC[D L INSPECTOR UNDER THE FLORIDA BUILDING CODE I(We)have been retained by � �.Pn+.44'r to perform special Inspector services under the riding Cale at the project on the below listed structures as of (die}.i am a regi amhbct or rafessionat engineer licensed in the State of Florida. ESS NUMBERS: D SPECIAL INSPECTOR FOR PILING,FBC 1822.120.(R4404.6.120) SPECIAL INSPECTOR FOR TRUSSES•>35'LONG OR V HIGH 2318.17.2.4.2(R4409.6.1724.4 4! SPECIAL INSPECTOR FOR REINFORCED MASONRY,FBC 2122.4 OW7.5.4) SPECIAL INSPECTOR FOR STEEL CONNECTIONS,FBC 22182(R40.5.4 a SPECIAL INSPECTOR FOR 8011.COMPACTION,FBC 1820.3.1(84404.4.3.1) R SPECIAL INSPECTOR FOR PRECAST UNITS&ATTACHMENTS,FBC 1927.12(R4406.9.12) o SPECIAL INSPECTOR FOR Note:Only the marked boxes apply. The foWnc indiividul e7� 1 by this firm or me are authorized representatives to perform inspection F 2. *Specw Inspectors utilizing authorized representatives shall Insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications slid anode Ikensure as a professional engineer or arctii#ecd;graduation from an engineering education pram in Civil or structural engineering;graduation from an arddtechrral education program;successful completion of the NCEES Fundamental Examination;or registration as building hispeft or general contractor. I,(we)will notify Miami Shoes Village Building Department of any changes regarding authorized personnel performing Inspection services. 1,(we)understand that a Special Inspector Inspection log for each bung must be etsplayed in a convenient location on the stie for reference by the Miami Shoes Village wilding Department Inspector.All mandebry Inspections,as required by the Florida Building Code,must be performed by the County.The Wage building inspections must be coed for on all mandatory Inspections. Inspecdons performed by the Special Inspector hired by the Owner are in addition to time mandatory i its performed by the Department.Furber,upon motion of the work undo each Building Permit I will submit to the Building Inspector at tie time of final inspection the completed bah log form and a sued statement indicating that,to tie best of my knowledge,belief and•... professlonal judgment times portions of the project outlined above meet the Intent of time Florida &Mmg.Code.and are)'n....' ...... substantial accordance Wth the approved plans. . : .... .' Siped arid Sealed \\+++,I I I,j,/ needAmbftect �s • • ABUq L D A BV TTA ...... �?. �,cENsF•..� �s1g �Errors TR�L;�r,�'t��ct'oN j��' ..;. • DATE: 1 No 72471 'i6 io. 0Sys bbl -"03 ..•..• '.: ..•.!. ...... Created on 611 STATE F �` • • • • • 7318 Texas Trail www.proiectclassic.com CA#29407 Boca Raton, Florida 33487 RECE JAN 0 9 2015 .P 1atc`rttl :r ; it�°� i BY: Tuesday, September 2, 2014 City of Miami Project: Addition&Remodeling Mulroney House Building Department Subject: Truss Inspection Letter of Intent Miami, Florida Address: 1032 NE 98th Street Miami, Florida ENGINEER'S STATEMENT OF INTENT AND SCOPE OF WORK FOR TRUSS INSTALLATION Gentlemen: Project Classic shall inspect the truss system at the above referenced address. All aspects of the trusses including but not limited to, the following components: 1. Proper size, grade, and species of lumber used in the assembly of each truss per engineering. 2. Nail-on and press-on plates were checked for proper size and position per engineering. Nailing of plywood gusset plates checked. 3. Lateral bracing and all truss tie downs applied to truss members per engineering and building code for uplift and gravity loads. 4. All other bracing to resist lateral forces, in addition to that specified by truss engineering, has been applied. 5. Compliance with Florida Building Code 2010. 6. Compliance with the approved plans. 7. Check all red iron buckets and bucket anchorage and wall anchorage and red iron columns. 8. Supervise the erection of all trusses in excess of the overall height and length in for compliance with Section 2319.17.2.4.2 of the FBC 2010, This letter of intent to be followed up by an Inspection Certificati�tl�� s',y+ ystem which will attests to the above. `�` Q�8•'��NSE �' Sincerely yours, w _ q ° 4 Farld .\If. # 72471 farli! ect 1 ss c.com PH: (954) 667-7803 FAX: (561) 997-7628 D:\Dropbox\Mulroney- 1640\Documents\Truss-Truss Letter of Intent.odt-Printed:09/02/14-05:39:51 PM Page# 1 Of 1 7318 Texas Trail www.�rajectclassic.com CA#29407 Boca Raton, Florida 33487 C61 EI� mr .`ffi S1 JAN 0 2015 LAPe 6, QQ $n 11-m-1--ural 1 1 arc °l it BY' Tuesday, September 2, 2014 City of Miami, Project: Addition & Remodeling Mulroney House Building Department Subject: CMU Inspection Letter of Intent Miami, Florida Address: 1032 NE 98th Street Miami, Florida Dear Building Official, Project Classic shall inspect the entire'Engineered Unit Masonry"system for this building, including but not limited to the following: 1. Masonry units, mortar,grout, and reinforcing steel to meet specifications. 2. Dowels properly placed,with adequate lapping. 3. Steel and column ties in columns, pilasters,and beam elevation transitions properly placed lapped and tied. 4. Masonry field work: head and bed joints, horizontal joint reinforcing installed correctly, cells free of excessive mortar fines, walls level and plumb within tolerances. 5. Verify grout slump, proper consolidation of grout, and proper low-or high —lift grouting procedures were followed. 6. Correct embedment of reinforcing steel, bolts,ties, etc. 7. Compliance with ACI 530-08 and commentaries; ASCE 5 and 6 and commentaries; and ASCE 7— 10 approved. Procedure: • FBC 109.11.6.1 -A LOG OF ALL PROGRESS REPORTS AND INSPECTION REPORTS SHALL BE MAINTAINED ATTHE JOB SITE. • FBC 109.11.6.2 -SIGNED AND SEALED PROGRESS REPORTS AND INSPECTION REPORTS SHALL BE SUBMITTED TO THE CHIEF STRUCTURAL INSPECTOR FOR SUBMITTAL TO THEBUILDING OFFICIAL ON A WEEKLY BASIS.AS APPLICABLE TO NUMBER OF REQUIRED INSPECTIONS AND AS APPLICABLE TO NUMBER OF REQUIRED INSPECTIONS AND LENGTH OF JOB. • FBC 109.11.6.3 -THE MUNICIPALITY SHALL MONITOR THE PROGRESS OF THE SPECIAL BUILDING INSPECTOR ON A REGULAR BASIS THRU JOB CHECKS,MINIMUM ON WEEKLY BASIS, IF APPLICABLE BASED UPON JOB LENGTH. • FBC 109.11.7 -AT THE COMPLETION OF THE WORK,THE SPECIAL BUILDING INSPECTOR SHALL SUBMIT A SIGNED AND SEALED CERTIFICATE OF COMPLIANCE TO THE CHIEF STRUCTURAL BUILDING INSPECTOR FOR SUBMITTAL TO THE BUILDING OFFICIAL,STATING THAT THE WORK WAS DONE, SUBSTANTIALLY IN ACCORDANCE WITH THE APPLICABLE PORTIONS BUILDING INSPECTION OF T E PERMITTED CONSTRUCTION DOCUMENTS AS DELINEA``R P8N. UEISPFFI o ..... A o Sincerely yours �V�GENSE ' No 72471 �� g TE OF ,off•. C R1O�;.•.• Q®� II v Farad ugattas, P.E. # 72471 fa rid @ projectclassic.com PH: (954) 667-7803 D:\Dropbox\Mulroney- 1640\Documents\CMU-Letter of Intentodt-Printed:09/02/14-05:39:34 PM Page# I Of I APR 0 7 434 7318 Texas Trail Boca Raton, Florida 33487 CA#29407 rl °, www.projectclassic.com m ®. Structural Engineering STRUCTURAL CALCULATIONS Date: Monday, March 30, 2015 Project Code: 1640 Project Name: Addition & Remodeling for Mulroney House Description: Structural Calculations Code: Florida Building Code 2010 Address: 1032 NE 98th Street Miami, Florida CALCULATION INDEX 2-5 Wind Analysis 6-11 Masonry Jamb Design For Wind Loading 12-17 Masonry Wall Design for Wind Loading 18-39 Concrete Beam Design 0600 40-49 Concrete Footing Design • •••• 6.0 0•• .. . .... 0 Project Classic LLC hereby states that a//plan specifications and ca/culat�gn1 presented in • the signed and sealed structural calculation package meet or exceed the Fljrj�j Building:• •••• Code 2010 and it's referenced standards: • • .... .... ..... • ACI318-08 000000 000 • 00:006 • ASCE 7-10 0000.' '00 0000:0 • AP&PA —NDS 2005 :09:0: • AISC Manual for Steel Construction 13th Edition 0 0 0 *0000:• 000000 AWS D1.1-04 ' D1.4-98 " ' 00 a ' • • •00 �o PBuG �• G0 ��Q�''•�,\CENSE' '. No 72471 . o STAT o �/ o 0 Farid Abugattas, P.E. # 72471 fa rid @ proj ectclassic.co m PH: (954) 667-7803 49 Total # 1 s t 30/03/2015 WIND02 v2-21 Detailed Wind Load Analysis per ASCE 7-10 Analysis by: FA Company Name: Project Classic LLC Description: Addition&Remodeling for Mulroney House User Input Data Calculated Parameters Structure Type Building Importance Factor 1 1 Basic Wind Speed 176 mph Hurricane Prone Region(V>100 mph) Struc Category I, 11,III,or IV II Table 6-2 Values Exposure B,C,or D C Alpha 1 9.500 Struc Nat Frequency n1) 1 Hz zg 1 900.000 Slope of Roof 3.0 :12 Slope of Roof Theta 14.0 beg Type of Roof Gabled Kd Dire_cto_nali Factor 0.85 Eave Height(Eht) 22.00 ft Rid a Hei ht(RHt) 24.00 ft Mean Roof Height Ht 23.00 ft Width Perp.To Wind Dir(B) 70.00 ft At= 0.105 Width Paral.To Wind Dir L 55.00 ftJ1 Bt= 1.000 Bm= 0.650 sees Calculated Parameters Cc= 0.200 *:ease •••• XV0 o Structure 1= 500.00 ft 0• HeiphWteast Horkon?M Dim 0.42 Epsilon = 0.200 •••••• Flexiblw tructurd••••• No Zmln= 15.00 ft .. :*Soo: ' . . ust Factor Category 1: Rigid Structures-Simplified Method .'•:•' Gustl For rigid s aures Nat Freq>1 Hz use 0.85 1 0.85 ••••• • • • t Factor Cate o 11: 111gid Structures-Complete Analysis �••��• Zm Zmin 15.00 ft •• Izm �`0.V7 0.2281 ...... � c 3 z - - -_ • • U-4600 zm/33"E si n 427.06 ft ;••••; Q1/1+0$3' F3t-Ht/Lzm .63 0.5 0.8976 Gust2 • 925* 1+1.7*lzm*3.4*Q 1+1.7*3.4*lzm 0.8711 Gust Factor Summary G ISince,this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Ficl 6-5 intemal Pressure Coefficients for Buildinvis, Gcpi Condition Gc i Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildings 0.18 -0.18 49 Total #2 Project Classic LLC WIND Design z 30/03/2015 WIND02 v2-21 Detailed Wind Load Analysis per ASCE 7-10 6.5.12.2.1 Design Wind Pressure-Bulldinas of All Heiahts Elev Kz Kzt qz Pressure Ib/ft"2 Windward Wall* Leeward Wall Total Shear Moment ft Ib/ft"2 +GC i -GCpi +GCpi -GC i +/-Gcpi Kip Ki ft 24 0.94 1.00 63.17 31.69 54.22 -37.88 1 -15.34 69.56 4.87 2.43 23 0.93 1.00 62.61 31.30 53.84 -37.88 -15.34 69.18 9.71 9.73 22 0.92 1.00 62.02 30.91 53.44 -37.88 -15.34 68.78 19.34 38.78 20 1 0.90 1 1.00 60.79 1 30.07 52.61 1 -37.88 -15.34 1 67.94 1 43.121 194.94 15 0.85 1 1.00 57.22 1 27.64 50.18 1 -37.88 -15.34 1 65.52 1 111.911 1465.5111 Note: 1)Positive forces act toward the face and Negative forces act away from the face. Fissure 6-6 -External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting Syste ( hod 2) he g h . . .... ...... . . ...... .... ...... .... .... . . .... .... ..... ...... ... . ..... Variable Formula Value Units • • • • Kh 2.01* Ht/z "2/AI ha 0.93 •..••• •• Kht Topographic factor(Fig 6-4 1.00 • • • . . . . ...... Oh .00256* 2*I*Kh*Kht*Kd 62.61 Psf ;••••• • Khcc Comp&Clad:Table 6-3 Case 1 0.93 '..' ; .... ;••••; 11 Qhcc .00256*V"2*1*Khcc*Kht*Kd 62.61 sf ..;. Wall Pressure Coefficients,C Surface P058E�indward Wall See Fi ure 6.5.12.2.1 for Pressures Roof Pressure Coefficients,Cp Roof Areas .ft. - Reduction Factor 1.00 Calculations for Wind Normal to 70 ft Face Cp Pressure(psf) Additional(tuns may be req d for other wind directions +GC i -GC i Leeward Walls(Wind Dir Normal to 70 ft wall) -0.50 -37.88 -15.34 Leeward Walls(Wind Dir Normal to 55 ft wall) -0.45 -34.97 -12.44 Side Walls -0.70 -48.52 -25.98 Roof-Wind Normal to Ride heta>=10 -for Wind Normal to 70 ft face Windward-Min Cp -0.67 -47.16 -24.63 Windward-Max Cp -0.13 -18.34 4.20 49 Total #3 Project Classic LLC WIND Design � r 30/03/2015 WIND02 v2-21 Detailed Wind Load Analysis per ASCE 7-10 Leeward Normal to Ridge -0.49 -37.18 -14.64 Overhang Top(Windward) -0.67 -35.90 -35.90 Overhang Top(Leeward) -0.49 -25.91 -25.91 Overhang Bottom(Applicable on Windward only) 0.80 42.18 42.18 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 55 ft face Dist from Windward Edge:0 ft to 46 ft-Max Cp -0.18 -20.85 1.69 Dist from Windward Edge:0 ft to 11.5 ft-Min Cp -0.90 -59.16 -36.62 Dist from Windward Edge: 11.5 ft to 23 ft-Min Cp -0.90 -59.16 -36.62 Dist from Windward Edge:23 ft to 46 ft-Min Cp -0.50 -37.88 -15.34 Dist from Windward Edge:>46 ft -0.30 -27.23 -4.70 *Horizontal distance from windward edge Figure 6-10 -External Pressure Coefficients, GCDf Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft Kh= 2.01*(Ht/zg)^(2/Alpha) = 0.93 Kht= Topographic factor(Fig 6-2) = 1.00 Qh= 0.00256*(V)^2*lmpFac*Kh*Kht*Kd = 62.61 Theta= Angle of Roof = 14.0 Deg •••• 0000•. 0000 • • 00.00• .••• • s 00000• 4 • • 0000 • 8 000:0• • (2� � °�° 0000• • • 3 • • (g� [ 0000•• •• �=+ • � • �'�^� • • 0000 � 4rf d• •00.00 • • • ••••0•• • • •••• •• •e ftansverse Direction LongkWinal Dkecfion T2rsional Load Cases Wind Pressures on Main Wind Force Resisting Sys tem Surface GCpf +GCpi -GCpi qh Min P Max P s 1 0.48 0.18 -0.18 62.61 18.66 41.19 2 -0.69 0.18 -0.18 62.61 -54.47 -31.93 3 -0.44 0.18 -0.18 62.61 -38.57 -16.03 4 -0.37 0.18 -0.18 62.61 -34.68 -12.15 5 -0.45 0.18 -0.18 62.61 -39.44 -16.90 6 -0.45 0.18 -0.18 62.61 -39.44 -16.90 1E 0.72 0.18 -0.18 62.61 34.06 56.60 2E -1.07 0.18 -0.18 62.61 -78.26 -55.72 3E -0.63 0.18 -0.18 62.61 -50.46 -27.92 49 Total #4 Project Classic LLC WIND Design T t 30/03/2015 WIND02 v2-21 Detailed Wind Load Analysis per ASCE 7-10 4E 1 -0.56 1 0.18 1 -0.18 1 62.61 1 -46.08 1 -23.54 •p=qh"(GCpf-GCpi) Fissure 6-11 -External Pressure Coefficients, GCP Loads on Components and Cladding for Buildings w/Ht<=60 ft -r-- r- r--�- Ht 4 4 15 -�---�- -�-- -- a a V0904 45 0000 . . 0000 0000.. .. 0000 a= 5.5 =_> 5.50 ft •••••• ••:• ••••:• Double Click on any data entT line to receive a help Screen •••••• • • • 0000.. Component width span Area Zone GCp NIndA8 4IbfftA "'. • • ftft ft"2 Max Min Mai" Min "• ••;••. TRUSS 2 18 108.00 1 0.30 -0.80 30. •EWFIWF61.35 '. TRUSS 2 18 108.00 2 0.30 -1.20 30. -86.40 00 TRUSS 2 7 1 16.33 1 0.46 -0.88 39 . .66.28 '. TRUSS 2 7 16.33 2 0.46 -1.59 39. -111.0 .0:0 0 00 0 TRUSS 2 7 16.33 3 0.46 -2.47 39. 0 • 4-66.04 000009 TRUSS 2 7 16.33 1H 0.46 -0.88 28.64 -55.01 V O 0 0 0 TRUSS 2 7 16.33 2H 0.46 -2.20 28.64 -137.79 '00* TRUSS 2 7 16.33 3H 0.46 -3.44 28.64 -215.63 0.00 WALL 4 10.2 40.80 4 0.89 -0.99 67.12 -73.38 WALL 4 10.2 40.80 5 0.89 -1.18 67.12 -85.41 0.00 WALL 14 8.2 114.80 5 0.81 -1.03 62.16 -75.48 WALL 5 4 20.00 5 0.95 -1.29 70.55 -92.26 49 Total#5 Project Classic LLC WIND Design t r 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.Proodcimic.com Farid@Pr.,ectClassic.com Masonry Slender Wallzauti a ,` s NEW Description: 8°x10'Jamb-Zone 4-Holds 2.1511 Tributary Cale Ref ewes Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Infoirmabon Calculations per ACI 530-08,IBC 2809,CBC 2010,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry FM - 1.50 ksi Nom.Wail Thickness 8 in Temp Diff across thickness = 86.0 deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Dail Ratio= 0 Fr-Rupture = 125.0 psi Rebar°d°distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm' - 900.0 Lower Level Reber... Max%of P bal. = 0.006909 Bar Size # 5 Grout Density = 140 pcf Bar Spadng 16.0 in Block Weight Normal Weight Wail Weight = 66.0 psf Wall is grouted at rebar cells only One SIory Will Dimensions A Clear Height = 10.20 ft B Parapet height = It B0000y WallS4"6(; hdition Top&Bottom Pinned • • • • • Vertical*b;j;s• Vertical Uniform Loads... (AppW per footofS trip Width) DL: Lr:Roof Live Lf:Fkw Live 5:Srrow W:Wind Ledger toad Eccentricity in W Concentric Load 1.0 1.0 k11 Lateral Loads Full area WIND load psf Wali Weight Seismic Load input Method: Direct entry of Lateral Wap Weight Fp 1.0 = 0.0 psf Seismic Wall Lateral Load psf Endpoints from Base (Applied 0 full STRIP Width) ttom Distributed Lateral Load 0.1420 kilt 10.20 loft 49 Total#6 1 7318 Texas Trail • y Boca Raton,Florida 33487 € PH:954 667 7803,FX:561665 5438 ?RWKT CWSIC LLCwww,ProjectClassic.com Farid@Proje -fisic.com Ree=t0oPbco WoMCONSTR 11C6gn WR�4ut.RfN1�1 lERCA-�12M Masonry Slender Wall ENeMJ04C.1983.2a15,B,#al.T63$.Ver$.I€U Description: 8"x10'Jamb-Zone 4-Holds 2.151t Tributary DESIGN SUMVARY Results reported for"Strip Width"of 8.0 In Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7374 +O.9OD+W+O.9OH Max Mu 1.885 k-ft Phi*Mn 2.557 k-ft PASS Service Deflection Check Actual Defl,Ratio U 181 Allowable Defl.Ratio 180 W Only Max.Deflection 0.6776 in PASS Axial Load Check Max Pu/Ag 30.615 psi Max.Allow.Dell. 0.680 in +1.2OD+O.5OLr+O.5OL+W+1.6OH Location 4.930 ft 0.2*I'm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.0050 As/bdtO6909 rho bal 0.006909 PASS Minimum Moment Check Mcracking 0.8903 k-ft Minimum Phi Mn 2.650 k-fl +1.4OD+1.6OH Maximum Reactions... for toad Combination... Top Horizontal W Only 0.7242 k Base Horizontal W Only 0.7242 k Vertical Reaction +D+Lr+H 1.782 k Desiqni Mxirnum Combinations-Nbments - Axial Load Moment Values 0.6° Load Combination Pu 0.2*Pm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-(t k-ft k-ft in`2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 It MO� 0.000 0.000 0.00 0.00 0.00 0.00 0.000 *I &.&go 0tne ••••:• +1.20D+1.60Lr+0.50W+1.60H at 4.76 to 5.10 3.231 20.880 1.03 1.42 0.90 4.25 0.233 00 O.Oft O.opo 0 0 +1.200+1.60Lr-0.50W+1.60H at 4.76 to 5.10 3.231 20.880 1.03 1.42 0.90 4.25 0.233 a. a4 '� *0 0*0 0 +1.20D+0.50Lr+0.50L+W+1.60H at 4.76 to 5. 2.131 20.880 1.03 2.88 0.90 4.03 0.233 •••EN& 0.006 i••••: +1.20D+0.50Lr+0.50L-1.0W+1.60H at 436 to 2.131 20.880 1.03 2.88 0.90 4.03 0.233 •��Mfio Q`4W• f • ••s• • • 0000• +1.20D+0.50L+0.505+W+1.60H at 4.76 to 5.1 1.631 20.880 1.03 2.85 0.90 3.93 0.233 0.0050 0.099• • • 0.0000 0•• • 00000 +1.20D+0.50L+0.505-1.0W+1.60H at 4.76 to 1.631 20.880 1,03 2.85 0.90 3.93 0233 *0.9+VW 0.0088 i .....• +0.90D+W+0.90H at 4.76 to 5.10 1.223 20.880 1.03 2.83 0.90 3.84 0.233 •••g. 50 0.0009 • +0.90D-1.OW+0.90H at 4.76 to 5.10 1.223 20.880 1.03 2.83 0.90 3.84 0.233 E.0150 J0.0069, ••••i• Design Ntix€mum Comb€nabons,Deflections 0000•• Axial Load Moment Values Stiffness •• • Oeflegtibn' • • Load Combination Pu Mcr Mactual I gross I cracked I effective Defiect€Wb••Defl.Ratio k k-ft k-f[ in14 in^4 in^4 in 0.000 0.00 0.00 0.00 O.00 0.000 0.000 0.0 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 OA 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 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+O.60W+H at 5.10 to 5.44 1.337 1.03 1.69 376.00 44.36 47.389 0.251 487.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +O+0.750Lr+0.750L+0.450W+H at 5.10 to 5.4 2.087 1.03 1.26 376.00 45.88 57.665 0.098 1,251.4 +D+0.750L+0.7505+0.450W+H at 5.10 to 5.44 1.337 1.03 1.25 376.00 44.36 56.139 0.098 1.249.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60D+0.60W+0.60H at 5.10 to 5.44 0.802 1.03 1.68 376.00 43.25 46.293 0.253 484.2 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 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 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 5.10 to 5.44 0.000 1.03 2.76 376.00 41.55 42.045 0.678 180.6 49 Total #7 i r 7318 Texas Trail FPRw Baca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.ProjectCtassic.com ,„„,„ a Fadd@ProjectClassic.com Mason Slender Wall �=twro�bo�lro�or�cadsTR-1 ce us,�uLRou-7tb�18VERCA�I EC6 �'Y ENERcaLc,nuc.19W2m5.&AM1539,ver e.15.3 s Description: 8'x10'Jam-Zone 4-Holds 2.15ft Tributary Design Maximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactuai I gross I cracked I effective Deflection Defi.Ratio k k-ft k-fl W4 in`,4 in^4 in 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 +D+H �_._ QA k 0.00 k 1.115 k +D+L+H 0.0 k 0.00 k 1.115 k +D+Lr+H 0.0 k 0.00 k 1.782 k +D+S+H 0.0 k 0.00 k 1.115 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.615 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.115 k +D+0.60W+H 0.4 k 0.44 k 1.115 k +D+0.70E+H 0.0 k 0.00 k 1.115 k +D+0.750LrAW+0.450W+H 0.3 k 0.33 k 1.615 k •••••-bD+0.750N?50in+•0.450W+H• • 0.3 k 0.33 k 1.115 k • • +D+0.750L4.1%0S+0.5250E**06* 0.0 k 0.00 k 1.115 k •••• 0410.60D+0.604AW •• ••• 0.4 k 0.43 k 0.669 k ••••11.60D+0.70E+0.60H •••••• 0.0 k 0.00 k 0.669 k • • •••• •••• ••••Qionfy •••••• •••••• 0.0 k 0.00 k 1.115 k • •••• •li0nlY • ••• •••••• 0.0 k 0.00 k 0.667 k •••••t•Dnly i•• •••••• 0.0 k 0.00 k 0.000 k • •• S only • e•;•• 0.0 k 0.00 k 0.000 k ••••• Only •i•••i • • 0.7 k 0.72 k 0.000 k :••• t}niy •••• • i••••• 0.0 k 0.00 k 0.000 k H Only •i•• 0.0 k 0.00 k 0.000 k 49 Total #8 t t 7318 Texas Trail Boca Raton,Florida 33487 { i PH:954 667 7803,FX:561665 5438 P J CTCI SIC3 www,ProjectClassic.com Farid@ProjectClassic.com Masonry Slender Waal Re=f oAWorMC MlsTR-1 t ,LRON-lam,.Ecs In r'Y sa tc,it CANS OV, a.15M.Veal".s e s r9_ - - . Description: 8"xl9 Jamb-Zone 5-Holds 1.85ft Tributary Code Referertces Calculations per ACI 530-08, IBC 2009,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General Information Calculations per ACI 530-08,IBC 2009,CBC 2010,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = 86.0 deg F Fy-Yield - 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deli Ratio= 0 Fr-Rupture = 125.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm` = 900.0 Lower Level Rebar... Max%of P bal. = 0.006909 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Normal Weight Wall Weight = 66.0 psf Wall is grouted at rebar cells only One Story Mil 011mensions . -t A Clear Height = 10.20 it 8 Parapet height = It B Wall Support Condition Top&Bottom Pinned VerJcal Loads •• • •••• • • Vertical Uniform Loads... (Applied per footof5 hV Wld&) DL:Dead Lr:Roof live Lf:Floor Live $:$ncw •••• W:V ft Ledger Load Eccentricity in k1ft Concentric Load 1.0 1.0 ktft Lateral Loads Full area WIND bad psf Wail Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 0.0 Ps€ Seismic Wali Lateral Load psi Endpoints from Base (A ppked O W S TRIP INAM) ttOm Distributed Lateral Load 0.1420 kilt 10.20 kilt 49 Total #9 � r 7318 Texas Trail : Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 � I www.Project0assic.com Favid@PrajectClassic.com �asc n 5)endet Wall F4a AWo*tcOusrn-IUNanW is cN-1iso�u a-1�r ENERCALC,W-18tf3.2015,SMA153g,Yex8.1534 eee Description; 8°x10'Jamb-Zone 5-Holds 1.85ft Tributary DESIGN SUA"RY Results reported for"Strip Width"of 8.0 in Goveming Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.7374 +0.9OD+W+O.9OH Max Mu 1.885 k-ft Phi*Mn 2.557 k-ft PASS Service Deflection Check Actual Defl.Ratio U 181 Allowable Deft.Ratio 180 W Only Max.Deflection 0.6776 in PASS Axial Load Check Max Pu/Ag 30.615 psi Max.Allow.Deft. 0.680 in +1.20D+O.5OLr+O,50L+W+1.60H Location 4.930 It 0.2*I'm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.0050 As1bd006909 rho bal 0.006909 PASS Minimum Moment Check Wracking 0.8903 k-ft Minimum Phi Mn 2.650 k-ft +1.4OD+1.60H Maximum Reactions... fbrLoad Combination... Top Horizontal W Only 0.7242 k Base Horizontal W Only 0.7242 k Vertical Reaction +D+Lr+H 1.782 k Design IV6iximum Combinations-Nbments_ Axial Load Moment Values 0.6 Load Combination Pu 0.2*fm*b*t Mer Mu Phi Phi Mn As As Ratio rho bal k k k-fl k-PI k-ft in^2 • ... . 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0000 0.0000 ...... . . • 0.000 0.w0 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 •i•••161200+1.601 j+:4V+1.60F• atm S io 5.10 3.231 20.880 1.03 1.42 0.90 4.25 0233 0.0050 0.0069 • 0120D+1.60t*0.50W+1.60H.a :iri io 5.10 3.231 20.880 1,03 1.42 0.90 4.25 0233 0.0050 0.069 •••••*.20D+0.5%".J0L+W+1.6016**476 to 5. 2.131 20.880 1.03 2.88 0.90 4.03 0.233 0.0050 0.0069 • •.••1a.20D+0..S9La+ A&-1.OW+1.8(W"4.76 to 2.131 20.880 1.03 2.88 0.90 4.03 0.233 0.0050 0.0069 •••i r4O.90D+W00.90101"4.76 to.5►16••• 1.223 20.880 1.03 2.83 0.90 3.84 0.233 0.0050 0.0069 •.••.*.90D-1.W0.90H at 4.76 tov 6.109 0 1.223 20.880 1.03 2.83 0.90 3.84 0.233 0.0050 0.0069 ,• (Design MWmum Cor:1910 *s-Deflectons •••••• •i•••i • • Axial Load Moment Values Stiffness Deflections • •••mad CombinatiA .•. Pu Mcr Mactual I gross I cracked I effective Deflection Dell.Ratio • • • 8460, • •• k k-ft k-ft inA4 0^4 to 4 in •••• 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 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 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 +D+0.60W+H at 5.10 to 5.44 1.337 1.03 1.69 376.00 44.36 47.389 0.251 487.4 0.000 0.00 0.00 0.00 0.00 0.W0 0.000 0.0 +0+0.750Lr+0.750L+0.450W+H at 5.10 to 5.4 2.087 1.03 1.26 376.00 45.88 57.665 0.098 1,251.4 +D+0.750L+0.750S+0.450W+H at 5.10 to 5.44 1.337 1.03 1.25 376.00 44.36 56.139 0.098 1,249.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60D+0.64W+0A0H at 5.10 to 5.44 0.802 1.03 1.68 376.00 43.25 46.293 0.253 484.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 O.O0 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 0.000 0.00 0.00 0.00 0.00 0.600 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 5.10 to 5.44 0.000 1,03 2.76 376.00 41.55 42.045 0.678 180.6 0.000 0.00 0.00 0.00 0.04 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 49 Total # 10 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.P€ojectClassic.com Farid@ProjectClassic.com �aSOi11 $�@i1d@I' �� Fb=tlkopbWVftACONSTR-nCW t8�iLRON^1 I1 RCA-1.EC8 ENERCAGC,INC.18632415 Bu<Id8.1539 Verb 5.3.9 � to Description: 8"x10'Jamb-Zone 5-Holds 1.85ft Tributary Reactions Nertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base ................... ---......_....._-.................... ...__._...__....... ..._....._.-._..__._....----- --------..__.--... _----- +D+H 0.0 k 0.00 k 1.115 k +D+L+H 0.0 k 0.00 k 1.115 k +D+Lr+H 0.0 k 0.00 k 1.782 k +D+S+H OA k 0.00 k 1.115 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.615 k +D+0.750L+0.750$+H 0.0 k 0.00 k 1.115 k +D+0.60W+H 0.4 k 0.44 k 1.115 k +D+0,70E+H 0.0 k 0.00 k 1.115 k +D+0.750Lr+0.750L+0.450W+H 0.3 k 0.33 k 1.615 k +D+0750L+0.750$+0.450W+H 0.3 k 0.33 k •04#149 +D+0.750L+0.7508+0.5250E+H 0.0 k 0.00 k s ••• 1!I!9' k •••• • +0.600+0.60W+0.60H 0.4 k 0.43 k •• • 0W k •• •••••• •••• •••••• +0.60D+0.70E+0.60H 0.0 k 0.00 k •••i•• O.629 k • • 0Only 0.0 k 0.00 k •••• 610115, k �••••� Lr Only 0.0 k 0.00 k •••••• •4"79 k ••••• LOnly 0.0 k 0.00 k •••••• • .� ••••• SOnly 0.0 k 0.00 k •• •• OW t ••••�• WOnly 0.7 k 0.72 k i • i • 0.030 k ••••i• E Only 0.0 k 0.00 k • • �'bW. *-k • • HOnly 0.0 k 0.00 k •••• i 0"041 i••••: 49 Total # 11 7318 Texas Trail Ff; Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 G�I www.ProjectClassic.com Fa6d@ProjectClassic.com 11 asatt Slander Wall rY . . e e t• Description: IV Wall-Zane 4-Use Ws @ 481 OIC Code Refermcm Calculations per ACI 530-08,IBC 2008,CBC 2010,ASCE 7-10 Load Combinations Used:ASCE 7-10 General information Calculations per ACI 530-08,IBC 2009,CSC 2010,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness - 86.0 deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Dell Ratio= 0 Fr-Rupture = 125.0 psi Rebar•d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=fm• = 900.0 Lower Level Rebar... Max%of P bal. = 0.006756 Bar Size # 5 Grout Density = 140 pcf Bar Spadng 48.0 in Block Weight Normal Weight Wall WejpW,. = 55.0 psf •••••. WSU Adrouted qj rebn r cells only .:... One SSI k,[IM029%. •••••. oo A Clear!`%h_tt ft 10.20 9 • "'J�' • •B Par TR t •••a•• it Bs ,x�.4 • Wall SIppor 4dition JpgAlaottom Pinned • , Vertical Loads Vertical Uniform Loads... (ApafW per kmtofSOV Width) OL: Lr:Roof Live Lf:Fkw Live S:Srrow W:Wind Ledger Load Eccentricity 0.0 in 0.0 0.0 kit Concentric Load 1.0 1.0 krtt Lateral Loads Full area WIND load 70.40 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 = 0.0 psf Seismic Wall Laterai load psf 49 Total# 12 7318 Texas Trail Boca Raton,Florida 33487 Ft"�=` PH:954 667 7803,FX:561665 5438 � � www.ProjectClassic.com Farid@ProjectClasstc.com Mason SIe11deCWa11. H=tWMPbOaworICMTR 1iC#wbl, t1LR6 laT ERCA-t.ecs Masonry V4ERCALC,NCG 1983-2015,BW:6.16.32,vWAa6.3.6 Description: IV Wall-Zone 4-Use Ws @ 48.01C DESIGN SUAMRY Results reported for"Strip Width"of 48.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.5739 +0.90D+W+0.90H Max Mu 3.670 k-ft Phi*Mn 6.394 k-ft PASS Service Deflection Check Actual Den.Ratio U 3,068 Allowable Deft.Ratio 180 W Only Max.Deflection 0.03990 in PASS Axial Load Check Max Pu/Ag 37.301 psi Max.Allow.Defl. 0.680 in +1.20D+0.5OLr+0.50L+W+1.60H Location 4.930 It 0.2'fm 300.0 psi PASS Reinforcing Limit Check Controlling Aslbd 0.001667 Aslbd006756 rho bat 0.006756 PASS Minimum Moment Check Wracking 4.704 k-ft Minimum Phi Mn 5.771 k-ft +1.40D+1.60H Maximum Reactions... torLoad Combinaiyoa... Top Horizontal W Only 1.436 k Base Horizontal W Only •••• 1.436 k Vertical Reaction +D+Lr+H • • •••.•10.244 4••••• Design Mximum Combinations-Nbments •• :99. • Axial Load •••••• •••• •.•.•• Moment Values • 0,g Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As **M patio rho tint :*Soo: k k k-ft k+-ft k-ft in^2 •••• •••• • • 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ••0.46 6W •• ••• 0.000 0.000 0.00 0.00 0.00 0.00 0.000 ":11.1' -nu : ••••• +1.20D+1.60Lr+0.50W+1.60H at 4.76 to 5.10 3.159 16.560 0.90 0.46 0.90 2.11 0.078 " 15.5017 0.0068" +1.200+1.6OLr-0.50W+1.60H at 4.76 to 5.10 3.159 16.560 0.90 0.46 0.90 2.11 0.078 ;":.U7 0.006'$ '• +1.20D+0.5OLr+0.50L+W+1.60H at 4.76 to 5. 2.059 16.560 0.90 0.92 0.90 1.83 0.078 ' 0.00.17 iA :• •••••• +1.20D+0.5OLr+0.50L-1.OW+1.60H at 4.76 to 2.059 16.560 0.90 0.92 0.90 1.83 0.078i SAW 10.0068 i••••i +0.90D+W+0.90H at 4.76 to 5.10 1.169 16.560 0.90 0.92 0.90 1.60 0.078 0.0017 UW• • • ••.• +0.900-1.OW+0.90H at 4.76 to 5.10 1.169 16.560 0.90 0.92 0.90 1.60 0.078 0.0017 0.0068 Design NBximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Maetuai I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 jn^4 in^4 in 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 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 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 0.010 0.0 +0+0.60W+H at 4.76 to 5.10 1.299 0.90 0.55 331.10 21.60 331.100 0.023 5,306.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.750Lr+0.750L+0.450W+H at 4.76 to 5.1 2.049 0.90 0.41 331.10 23.77 331.100 0.017 7,057.8 +D+0.750L+0.750S+0.450W+H at 4.76 to 5.10 1299 0.90 0.41 331.10 21.60 331.100 0.017 7,075.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60D+0.60W+0.60H at 4.76 to 5.10 0.780 0.90 0.55 331.10 20.06 331.100 0.023 5.316.2 0.000 0.00 0.00 0.00 0.00 0.040 0.000 0.0 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 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 W Only at 5.10 to 5.44 0.000 0.90 0.91 331.10 17.65 66.473 0.040 3,068.1 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 49 Total # 13 7318 Texas Trail • r Boca Raton,Florida 33487 ` FPH:954 667 7803,FX:561665 5438 PRWLLC, www.ProjectClassic.com Fafid@ProjecClassic.com f Asan Slender Wath Fb=t.l kgftxlWo stR-11CftftUSRU1�ULRON-I� -LECs ry ENERCALC.INC.INS-2015.Build.W5.39.Verb.15.3.9 e , ' _ IMMIM Description: IT Wall-Zone 4-Use#6s @ 48"OIC Reactions-Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Well Base _.____._......__..._.___...-.- +D+H 0.0 k 0.00 k 6.244 k +D+L+H 0.0 k 0.00 k 6.244 k +D+Lr+H 0.0 k 0.00 k 10.244 k +D+S+H 0.0 k 0.00 k 6.244 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 9.244 k +D+0.750L+0.750S+H 0.0 k 0.00 k 6.244 k +D+0.60W+H 0.9 k 0.86 k 6.244 k +D+0.70E+H 0.0 k 0.00 k 6.244 k +D+0.750Lr+0.750L+0.450W+H 0.6 k 0.65 k 9.244 k +D+0.750b+4�f�U Q.450W+H 0.6 k 0.65 k 6.244 k 0.000• *see . • •0 +D+0.7504V4 VS+0.5250E.H ••• 0.0 k 0.00 k 6.244 k •:.••%0.60D+0.60VJI),W *so*** 0.9 k 0.86 k 3.746 k • +0.60D+0.70W.60H o e i••. 0.0 k 0.00 k 3.746 k • DOnly 000000 000000 0.0 k 0.00 k 6.244 k ••.• 0000 •••0 . . G only 0.0 k 0.00 k 4.000 k •0•... h` .• 00 .• 0.0 k 0.00 k 0.000 k •0 SOnly • 0000•• 0.0 k 0.00 k 0.000 k •i 0 0•i4+Only 0 . i 0 i 1.4 k 1.44 k 0.000 k 116 Only • 000 0.0 k 0.00 k 0.000 k • A only ••• • •• 0.0 k 0.00 k 0.000 k 49 Total # 14 1 / 7318 Texas Trail Boca Raton,Florida 33487 FPH:954 667 7803,FX:561665 5438 www.ProjectMssic.com Farid@ProjectClassic.com mason Slender Wall �e=+ w� -t �us�uat,utc�, Eric+►, masonry EtdF f%IC,tMC.,tf�3-2015.BuIld�.15.32,V".15.3.9 t t t. a Description: 10'wall-Zone 5-Use#5s @ 40"OIC 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 530-08,IBC 2009,CBC 2010,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = 86.0 deg F Fy-Yield - 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Deft Ratio= 0 Fr-Rupture = 125.0 psi Rebar"d"distance 3.750 in Minimum Vertical Steel% = 0.0020 Em=I'm° = 900.0 Lower Level Rebar... Max%of P bal. = 0.006756 Bar Size # 5 Grout Density = 140 pd Bar Spacing 48.0 in Block Weight Normal Weight Wall Weight = 55.0 psf Wail is grouted at rebar oils only •••••• • • •••• •••••• One Story Vtraall Dimensions • • • . .... ..... A Clear Height = 10.20 it . • B Parapet height = ft B •••• •••• Wall Support Condition Top&Bottom Pinned •••• • • A •• • • Vertical Loads Vertical uniform Loads... (ff ppfiad per foot ofS trip Wift) pL:Dead Lr:Roof Live U:Floor Live S:Snow W:Wind Ledger Load Eccentricity 0.0 in 0.0 0.0 kfft Concentric Load 1.0 1.0 krft Lateral Loads Full area WIND load 82.0 psf Wali Weight Ssmic Load Input Method: Direct entry of Lateral Wall Weight Fp 1.0 - 0.0 psf Seismic Wall Lateral Load psf 49 Total# 15 r + 7318 Texas Trail [PRW Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 U. www,ProjectCWsic.com Favid@P..pc Ciassic.com Masonry Slender Wall Fie=. i&WwMCOHsr,3-1u t aON-1"NERCA-,Zcs MtCAW.IN Q 1 15,t 9538 v t.15.3.9 ver e Description: 10'Wall-Zone 5-Use#5's @ 4W 0/C DESIGN SUAMRY Results reported for"Strip Width"of 12.0 In Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check (Maximum Bending Stress Ratio = 0.6726 +0.90D+W+0.90H Max Mu 1.075 Wt Phi*Mn 1.598 Wt PASS Service Deflection Check Actual Deft,Ratio U 898 Allowable Defl.Ratio 180 W Only Max.Deflection 0.1363 in PASS Axial Load Check Max Pu 1 Ag 37.301 psi Max.Allow.Dell. 0.680 in +1.20D+0.5OLr+0.50L+W+1.60H Location 4.930 ft 0.2*fm 300.00 PASS Reinforcing Limit Check Controlling Astbd 0.001667 As/bd006756 rho bal 0.006756 PASS Minimum Moment Check Wracking 1.176 k-fl Minimum Phi Mn 1.443 Wt +1.40D+1.60H Maximum Reactions.., forLoad Combination.... 0000 Top Horizontal W Only 0.4182 k • • Base Horizontal W Only 0.4182 k 0:0000 •..• • • : Vertical Reaction +D+Lr+H 2.561 k • Design um, jgappns-Nbments 00000-0 --- • • • 06:999 Axial Load Moment Values 0.6 &oad Coro;rl.Von 0 0 0 0 fm Pu 0.2 b t Mcr Mu Phi Phi Mn As As Ratio rho bat * • • • • k _--k k-39 k-h k-ft in'-2 • • 0.000 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.0010 • • • •00 0.000 0.00 0.00 0.00 0.0 0.00 0.00 0.000 0.000 • +1.20D+1.60V+0.5OW+1.60f A JV.10 5.10 3.159 16.560 0.90 0.54 0.90 2.11 0.078 0.017 0.068 41200+1.69Lr-0.5%W+1.60F=at•4.76':a 5.10 3.159 16.560 0.90 0.54 0.90 2.11 0.078 0.0 0.0 17 68 • ;1.20D+ftl7't L+W+1.60 1 at 4J6 to 5. 2.059 16.560 0.90 1.08 0.90 1.83 0.078 0.017 0.0068 •••°31.2OD4q Wtp.5OL-1.OW+S.60%4*4.76 to 2.059 16.560 0.90 1.08 0.90 1.83 0.078 0.017 0.008 +0.0D+W+Oay at 4.76 to 5.10 1.169 16.560 0.90 1.08 0.90 1.60 0.078 0.017 0.0068 +0.900-1.0W+0.90H at 4.76 to 5.10 1.169 16.560 0.90 1.08 0.90 1.60 0.078 0.017 0.068 Design i17Aximum Combinations-Deflections Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactuat I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft 0^4 in^4 in^4 in 0.000 0.00 0,00 0.00 0.00 0.000 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.00 0.00 0,00 0.00 0.0 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0.0 0.00 0.00 0.0 0.00 0.00 0.0 0.0 0.0 0.00 0.00 0.0 +D+0.60W+H at 4.76 to 5.10 1.299 0.90 0.64 331.10 21.60 331,10 0.027 4,556.2 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.75OLr+0.750L+0.450W+H at 4.76 to 5.1 2.049 0.90 0.48 331.10 23.77 331.10 0.020 6,059.4 +D+0.750L+0.750S+0.450W+H at 4.76 to 5.10 1.299 0.90 0,48 331.10 21.60 331.10 0.020 6,074.9 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.0 +0.600+0.60W+0.60H at 4.76 to 5.10 0.780 0.90 0.64 331.10 20.06 331.10 0.027 4.564.1 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.000 0.00 0.00 0.00 0.00 0.00 0.000 0.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.00 0.0 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0.0 0.00 0.00 0.0 W Only at 5.10 to 5.44 0.00 0,90 1.06 331.10 17.65 24.133 0.136 897.9 0.000 0.0 0.00 0.00 0.0 0.00 0.00 0.0 0.00 0.0 0.0 0.00 0.0 0.00 0.00 0.0 49 Total # 16 7318 Texas Trail • " Boca Raton,Florida 33487 3 i{ PH:954 667 7803,FX:561665 5438 www,ProjectClassic.com „ u,,1--,,- Fadd@ProjectClassic.com Mason SI@Wrier Wall File=tMk000AWoMCONSTR-11068nttSRVAULRON-1VBcO&RCA-1.EC6 masonry ENERMC,INC.103-415.13MA15U W:6.1RIMILOWN 5.39 t,t_o Description: 10'Wall-Zone 5-Use Ws @ 40°0!C Reactions -Vertical&Horizontal Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base -__................__..._..._------.................____�..__.__..__----------._._._..__._....____._..__....__...._ __.._......._.....__ _.. _..__ _._.......__..._.__ __-_...... +D+H 0.0 k 0.00 k 1.561 k +D+L+H 0.0 k 0.00 k 1.561 k +D+Lr+H 0.0 k 0.00 k 2.561 k +D+S+H 0.0 k 0.00 k 1.561 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 2.311 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.561 k +D+0.60W+H 0.3 k 025 k 1.561 k +D+0.70E+H 0.0 k 0.00 k 1.561 k +D+0.750Lr+0.750L+0.450W+H 0.2 k 0.18 k 2.311 k +D+0.750L+0.750S+0.450W+H 0.2 k 0.18 k •1.562 k +D+0.750L+0.750S+0.5250E+H 0.0 k 0.00 k • •1!561 k •••• • +0.60D+0.60W+0.60H 0.3 k 0.25 k •• • Q9'sT•k '• •••••• • •••••• +0.60D+0.70E+0.60H 0.0 k 0.00 k ••• 67 k DOnly OA k 0.00 k •••• is k �••••� Lr Only 0.0 k 0.00 k '••••' '•'sUSk ••••• LOnly 0.0 k 0.00 k •••••• *(IV:k ••i••' SOnly 0.0 k 0.00 k •• •• 0.005•k •••••• • W Only 0.4 k 0.42 k :":': O.IRIO k '. . . . . ...... E Only 0.0 k 0.00 k • • i'NA'k • • HOnly 0.0 k 0.00 k '••' i 4�•k .••••� 49 Total # 17 7318 Texas Trail 11". Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 wwwr.ProjectClassic.com „„•, • Farid@ProjectClassic.com Concrete Beam Foe=LDopboMWorKCCNSiR- -1beWXERCA-1 EC8 E+'YERCALC,�+IC.i8&i 2a15.6t�l�f,i5.38;Yer:8.15.3.8 • a s e• • . Description: B105 CODE REFERENCES Calculations per ACI 318-08,IBC 2009,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties fc112 = 3.0 ksi Phi Values Flexure: 0.90 fr= fc *7.50 = 410.792 psi Shear: 0.750 (( j, W Density = 145.0 pcf j3, = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy-Stirrups 60.0 ksi = y f fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi 1 N ! Stirrup Bar Size#_ # 3 J E-Main Rebar = 29,000.0 ksi f Number of Resisting legs Per Stirrup= 2 , ,..•.•Load CUliin ASCE•7-10• • 0000 • •• [ • • am •0000• 0000 0000•• _- • • • •••••• 0(1.150)L(0.550) MOM 0.18w) • �• 0000 0000 • • • • ••• • 0000 •••• o. 0.1 • • 3 •••�• • �•• 0000 3 • • • 0000 • 0000 • • • • � 0000•• • • • • 8"wx24'h V699: • • • 0000 • •• spena13.5o ft ! t ._..-._-- ......._-- ....._..----�.-.._.......... .......__.�- T 0000 Cross Section&Reinforcing DMils Rectangular Section, Width=8.0 in, Height=24.0 in Span#1 Reinforcing.... 245 at 2.250 in from Top,from 0.0 to 13.50 ft in this span 245 at 2.250 in from Bottom,from 0.0 to 13.50 ft in this span 245 at 12.0 in from Bottom,from 0.0 to 13.50 It in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Partial Length Uniform Load: D=0.1750, L=0.10 kilt,Extent=0.0->>4.50 ft Partial Length Uniform Load: D=0.3250, L=0.1850 kilt,Extent=4.50->>13.50 ft Point Load: D=1.150, L=0.650 k,Starting at:4.50 ft and placed every 0.0 ft thereafter DES/GNSUNN"RY {Maximum Bending Stress Ratio 4.293: 1 Maximum Deflection - - Section used for this span Typical Section Max Downward Transient Deflection 0.006 in Ratio= 27166 3 Mu:Applied 24.935 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 { Mn*Phi:Allowable 85.225 k-ft Max Downward Total Deflection 0.021 in Ratio= 7544 Load Combination +1.20D+0.50Lr+1.60L+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<240 i Location of maximum on span 6.120 ft j Span#where maximum occurs Span#1 i`-----_.-------__....__................__....._............... ..__...___....---._._...._--------_..........---- ---._.._....._...........------............. ........_.................... ..._._.,._..._... ..__......----...___ _.._.__........._. Vertical Reactions Support notation:Far left is#1 Load Combinatron Support 1 Support 2 Overall MAXknum 5.066 5.171 Overall MINimum 1.363 1.402 +D+H 3.703 3.770 +D+L+H 5.066 5.171 +D+Lr+H 3.703 3.770 +D+S+H 3.703 3.770 +D+0.750Lr+0.750L+H 4.725 4.821 +D+0.750L+0.750S+H 4.725 4.821 +Q qg ftp# 18 3.703 3.770 +D-+0.70E+H 3.703 3.770 +D+0.750Lr+0.750L+0.450W+H 4.725 4.821 � e 7318 Texas Trail Fi,» Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 PRw l; www.ProjectClassic.com Farid@ProjeclUassic.com FSe=twropboxtwodCiCi7t13TR-11Ctier18R1A97LRtb9-1�c1EQtERCA-1.EC$ Concrete Beare RCALC,INC.'1983.2015,0M*1S1%VGr:6.15.32 Destxipbon: B105 Vertical Reactions Support natation:Far left is#1 Load Combination Support 1 Support 2 +D+0.7 L+0.750 +0.450W+H 4.725 4.821 +D+0.750L+0.750S+0.5250E+H 4.725 4.821 +0.60D+0.60W+0.60H 2.222 2262 +0.60D+0.70E+0.60H 2.222 2,262 D Only 3.703 3.770 Lr Only L Only 1.363 1.402 S Only W Only E Only H Only Shear Stirrup Requirements Entire Beam Span Length:Vu<PhIVd2, Req'd Vs=Not Reqd 11.4.6.1. use stirrups spaced at 0.000 in • Mximum Forces&Stresses for Load Combinations . '0000 ••..•• Load Combination Location{ft} �Sending Stress Results {k-ft} •• , ,0,• 0 Segment Length Span# in Span MU:Max Phi°Mnx Stress Ratio *00000 •••• ••••••• MAxlmum BENDING Envelope 0 0••0 0 • Span#1 1 13.500 24.94 85.23 0.29 •••••• +1.40D+1,60H •••••� •••••� • • Span#1 1 13.500 19.19 8523 0.23 0000 0•00 0.000• +1.20D+0.50Lr+1.60L+1.60H 000000 ••• • 00000 Span#1 1 13.500 24.94 85.23 0,29 • • • • +120D+1.60L+0.50S+1.60H •• •• •• •••• • Span#1 1 13.500 24.94 85.23 0.29 •• • • •• +1,20D+1.60Lr+0.50L+1.60H • • • • •••••• Span#1 1 13.500 19,10 85.23 0.22 • • i • • • +1.20D+1.60Lr+0.50W+1.60H • • • •••0•• Span#1 1 13.500 16.45 85.23 0,19 '• • •0 •0• • • +1,20 D+0.50 L+1.60S+1.60 H Span#1 1 13.500 19.10 85.23 0.22 +1.20D+1.605+0,50W+1.60H Span#1 1 13.500 16.45 8523 0.19 +1.20D+0.50Lr+0.50L+W+1.60H Span#1 1 13.500 19.10 85.23 0.22 +1.20D+0.50L+0.50S+W+1.60H Span#1 1 13.500 19.10 85.23 0.22 +i.20D+0.50L+0.20S+E+1.60H Span 9 1 1 13.500 19.10 85.23 0.22 +0.90D+W+0.90H Span#1 1 13.500 12.34 85.23 0.14 +0.90D+E+0.90H Span#1 1 13.500 12.34 85.23 0.14 Overall Uximum Deflections Load combination Span Max."°Deft Location in Span Load Combination Max."+'Deft Location in Span +D+L+H 1 0.0215 6.615 0.0000 0.000 Detailed Shear information .. Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phl"Vs Phi°Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (MI) (k) (k) (k) Req'd Suggest +1.20D+ L + H 1 0.00 21.75 6.62 6.62 0.00 1.00 15.91 Vu<PhiVc12 Not Reqd 1 15.9 U 0.0 +1.20D+1.60L+0.50S+1.60H 1 0,03 21.75 6.61 6.61 0.20 1.00 15.91 Vu<PhiVc12 Not Recd!1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.00 21.75 6.59 6.59 0.40 1.00 15.91 Vu<PhiVct2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.09 21.75 6.57 6.57 0.59 1.00 15.91 Vu<PhIVol2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.12 21.75 6.55 6.55 0.79 1.00 15.91 Vu<PhiVct2 Not Reqd 1 15.9 0.0 0.0 +1 200+1.60L+0.508+1.60H 1 0.15 21.75 6.53 6.53 0.99 1.00 15.91 Vu<PhiVcl2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 0.18 21.75 6.52 6.52 1.18 1.00 15.91 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 0.0 +1200+1,60L+0.50S+1.60H 1 0.21 21.75 6.50 6.50 1.38 1.00 15.91 Vu<PhiVcl2 Not Reqd 1 15.9 0.0 0,0 +1200+1.60L+0.50S+1.60H 1 0.24 21.75 6.48 6.48 1.57 1.00 15.91 Vu<PhiVcl2 Not Reqd 1 15.9 0.0 0.0 +1.200+1.60L+0.505+1.60H 1 0.27 21.75 6.46 6.46 1.77 1.00 15.91 Vu<PhiVcl2 Not Reqd 1 15.9 0.0 0,0 +12Q .I!PbW!#1 f@ 1 0.30 21.75 6.44 6.44 1.96 1.04 15.91 Vu<PhiVcd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.33 21.75 6.43 6.43 2.15 1.00 15.91 Vu<PhiVcf2 Not Reqd 1 15.9 OA 0.0 7318 Texas Trail l Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.ProjectClassic.com p ,;�-A,,�. Fartd@Projectclassic.com t bRG t @1111 Re=t.OmpDoxWodMONS R-1 •1Aeo18CgHtrA-1.EM RGWALC.W-1983 2015,MIA.15.38.Vm^8.15.39 Description: B105 Detailed Shear Information Span Distance V Vu (k) tau d*VuIMu Phi*Vc Comment Phi*Vs Phi`Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +120 +1• L +1.64 1 0.36 21.75 6.41 6.41 2.35 1.00 15.91 Vu<PhiVc(2 Not Reqd 1 15.9 0.0 0.0 +1 200+1.60L+0.50S+1.60H 1 0.39 21.75 6.39 6.39 2.54 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 0.42 21.75 6.37 6.37 2.73 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 OA 0.0 +120D+1.601.+0.50S+1.60H 1 0.45 21.75 6.35 6.35 2.92 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.48 21.75 6.34 6.34 3.11 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 0.51 21.75 6.32 6.32 3.30 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.54 21.75 6.30 6.30 3.49 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1 M1.+0.50S+1.60H 1 0.57 21.75 6.28 6.28 3.68 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.60 21.75 6.26 6.26 3.87 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 0.63 21.75 6.25 6.25 4.05 1.00 15.91 Vu<PhIVc/2 Not Reqd 1 15.9 0.0 0.0 +120D+'I.5 M-SW+1.60H 1 0.66 21.75 6.23 6.23 4.24 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 •'k1.20D+1AM.SOS+1.60H,'• 1 : 4.69 21.75 6.21 6.21 4.43 1.00 15.91 Vu<PhiVct2 Not Reqd 1 15.9 0.0 0.0 • +1200+1!bb&:.50S+1.60H' 1 0.72 21.75 6.19 6.19 4.61 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 •••••41200+1.601•+t7.Sft+1.60HO i' ' 0.75 21.75 6.17 6.17 4.80 1.00 15.91 Vu<PhiVcf2 Not Reqd 1 15.9 0.0 0.0 i••�.:1200+1.60L•+0.5OS+1.60H••"�" 0.78 21.75 6.16 6.16 4.98 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 • 41200*1.6dC'dl-V+1.60H.•••jl• 0.81 21.75 6.14 6.14 5.17 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 ••••t120D+1.6t1L'+t1.30S+1.60H •••j/ 0.84 21.75 6.12 6.12 5.35 1.00 15.91 Vu<PhiVd2 Not Regi 1 15.9 0.0 0.0 ••••*120D+1.4101.+6.945+1.601-1: i • 0.87 21.75 6.10 6.10 5.54 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 '�'••*1200+l@ML+0.505+1.60H •• j'• 0.90 21,75 6.08 6.08 5.72 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 .' +1200+1.60M.5OS+1.60H i•i��i 0.93 21.75 6.06 6.06 5.90 1.00 15.91 Vu<Ph Vd2 Not Reqd 1 15.9 OA 0.0 ••• •11200+1,j%+Q.N+1.60H• 1 • 0.96 21.75 6.05 6.05 6.08 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 • *1.20D+1.60L+0.5%+1.60H.•. 1 0.99 21.75 6.03 6.03 6.26 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 4.0 • #1201)+1!69*J-50S+1.60H• •ry• 1.02 21.75 6.01 6.01 6.44 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L*8.906+1.60H 1 1.05 21.75 5.99 5.99 6.62 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.08 21.75 5.97 5.97 6.80 1.00 15.91 Vu<PhVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.11 21.75 5.96 5.96 6.98 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.14 21.75 5.94 5.94 7.16 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+O.50S+1.60H 1 1.17 21.75 5.92 5.92 7.34 1.00 15.91 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 120 21.75 5.90 5.90 7.52 1.00 15.91 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 123 21.75 5.88 5.88 7.69 1.00 15.91 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 126 21.75 5.87 5.87 7.87 1.00 15.91 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 1.29 21.75 5.85 5.85 8.05 1.00 15.91 Vu<PhiVci2 Not Reqd 1 15.9 0.0 0.0 +1 200+1.60L+0.50S+1.60H 1 1.32 21.75 5.83 5.83 8.22 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 1.35 21.75 5.81 5.81 8.39 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 1.38 21.75 5.79 5.79 8.57 1.00 15.91 Vu<PhVd2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.506+1.60H 1 1.41 21.75 5.78 5.78 8.74 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 OA +1200+1.60L+0.505+1.60H 1 1.44 21.75 5.76 5.76 8.92 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.47 21.75 5.74 5.74 9.09 1.00 15.91 Vu<PhiVd2 Not Regi 1 15.9 0.0 0.0 +1.201)+1.60L+0.50S+1.60H 1 1.50 21.75 5.72 5.72 9.26 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.53 21.75 5.70 5.70 9.43 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.56 21.75 5.69 5.69 9.60 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.59 21.75 5.67 5.67 9.77 1.00 15.91 Vu<PhVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.62 21.75 5.65 5.65 9.94 1.DO 15.91 Vu<PlvVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.65 21.75 5.63 5.63 10.11 1.00 15.91 Vu<Phfbd2 Not Reqd 1 15.9 0.0 O.O +1 20D+1.60L+0.50S+1.60H 1 1.68 21.75 5.61 5.61 10.28 0.99 15.88 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 O.O +1.20D+1.60L+0.50S+1.60H 1 1.71 21.75 5.60 5.60 10.45 0.97 15.84 Vu<PhiVc/2 Not Reqd 1 15.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.74 21.75 5.58 5.58 10.62 0.95 15.79 Vu<PhiVc/2 Not Reqd 1 15.8 O.O 0.0 +1200+1.60L+0.50S+1.60H 1 1.77 21.75 5.56 5.56 10.78 0.93 15.75 Vu<PhiVd2 Not Reqd 1 15.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.80 21.75 5.54 5.54 10.95 0.92 15.71 Vu<PhiVd2 Not Reqd 1 15.7 0.0 0.0 +1200+1.60L+0.505+1.60H 1 1.83 21.75 5.52 5.52 11.12 0.90 15.67 Vu<PhiVd2 Not Reqd 1 15.7 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 1.86 21.75 5.51 5.51 11.28 0.88 15.64 Vu<PhiVd2 Not Reqd 1 15.6 0.0 0.0 +120�0p+1. L+O. +1. 1 1.89 21.75 5.49 5.49 11.45 0.87 15.60 Vu<PhiVd2 Not Reqd 1 15.6 0.0 0A +120D�"+I• . #. 1 1.92 21.75 5.47 5.47 11.61 0.85 15.57 Vu<PhiVd2 Not Regi 1 15.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 1.95 2135 5.45 5.45 11.77 0.84 15.53 Vu<PhiVd2 Not Reqd 1 15.5 0.0 0.0 7318 Texas Trail Boca Raton,Florida 33487 t it PH:954 667 7803,FX:561665 5438 www.Projectclassic.com „ na,aM�K Farid@ProjectClassic.com FHe=t.DopeoAWoMCONSTR-I XwftV$RVAtAJO-1We RCA•110 Concrete Beam �AI.Gy tNC.'kl2tti5 Bt�i�15�.�Ver.8.15.3,9 A 0 t° gomssmm= Description: B105 Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi"Vs Phi`Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +12 D+1.60L+O. 0 +1.60H 1 1.98 21.75 5.43 5.43 11.94 0.82 15.50 Vu<PhiVcf2 Not Regi 1 15.5 0,0 0.0 +1.200+1.60L+0.50$+1.60H 1 2.01 21.75 5.41 5.41 12,10 0.81 15.47 Vu<PhVc12 Not Reqd 1 15.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 2.04 21.75 5.40 5.40 12.26 0.80 15.44 Vu<PhiVc(2 Not Reqd 1 15.4 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 2.07 21.75 5.38 5.38 12.42 0.78 15.41 Vu<PhiVc12 Not Reqd 1 15.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.10 21.75 5.36 5.36 12.58 0.77 15.38 Vu<PhiVd2 Not Reqd 1 15.4 0.0 0.0 +1.20D+1.64L+0.50S+1.60H 1 2.13 21.75 5.34 5.34 12.75 0.76 15.35 Vu<PhiVc/2 Not Reqd 1 15.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.16 21.75 5.32 5.32 12.91 0.75 15.32 Vu<PhiVd2 Not Reqd 1 15.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.19 21.75 5.31 5.31 13.06 0.74 15.29 Vu<PhiVd2 Not Reqd 1 15.3 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 2.22 21.75 5.29 5.29 13.22 0.72 15.27 Vu<PhiVd2 Not Reqd 1 15.3 0.0 0.0 +1.20D+1.60L+0.503+1.60H 1 2,25 21.75 5.27 5.27 13.38 0.71 15.24 Vu<PhiVd2 Not Reqd 1 15.2 U 0,0 +1.20D+1.601-4505+1.60H 1 228 21.75 5.25 5.25 13.54 0.70 15.22 Vu<PhiVcl2 Not Reqd 1 V744• 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.31 21.75 5.23 5.23 13.70 0.69 15.19 Vu<PhiVct2 . Not Reqd 1 *UV..*0.0 +1200+1.60L+0.545+1.60H 1 2.34 21.75 5.22 5.22 13.85 0.68 15.17 Vu<PhiVct2 �.Wog{Rjq'd 1 15.2...0.0 0.0 .• +120D+1.60L+0.50S+1,60H 1 2.37 21.75 5.20 5.20 14.01 0.67 15.14 Vu<PhiVc/2 •.kW ljjgd 1 .14. 0,0 000% +1200+1.60L+0.50S+1.60H 1 2.40 21.75 5.18 5.18 14.17 0.66 15.12 Vu<PhiVd2 ..W4$qqd 1 15.1. 0.0 .0.0 . +1200+1.60L+0.50S+1.60H 1 2.43 21.75 5.16 5.16 14.32 0.65 15.10 Vu<PhiVc12 .(W Reqd 1 15.1.. 0.0 +1200+1.60L+0.50S+1.60H 1 2.46 21.75 5.14 5.14 14.48 0.64 15.08 Vu<PhiVd2 •.Wqt glgd 1 0 15.1..•0.0 .0.0.•• +1200+1.60L+0.50S+1.60H 1 2.A9 21.75 5.13 5.13 14.63 0.64 15.06 Vu<PhiVd2 ..aqt g%qd 1 •15.1 00-0 �••� +120D+1.60L+0.50S+1.60H 1 2.52 2175 5.11 5.11 14.78 0.63 15.04 Vu<PhiVd2 ..Mq;J.Igd 1 15.000:0.0 .0.00..0 +1200+1.60L+0.505+1.60H 1 2.55 21.75 5.09 5.09 14,94 0.62 15.02 Vu<PhiVd2 .*"gold 1 15.0, 0.0 0.0 .• +1200+1.60L+0.50S+1.60H 1 2.58 21.75 5.07 5.07 15.09 0.61 15.00 Vu<PhVd2 Ndt R$qd 1 015.0 . 0.0 .0.0..i• +120D+1.60L+0.50S+1.60H 1 2.61 21.75 5.05 5.05 15.24 0.60 14.98 Vu<PhiVd2 . Notgegd 1 "9••0.0 00.0 . +120D+1.60L+0.50S+1.60H 1 2.64 21.75 5.04 5.04 15.39 0.59 14.96 Vu<PhtVc/2 •adt R:qd 1 1500...0.0 �W, *•: +1.20D+1.60L+0.50S+1.60H 1 2.67 21.75 5.02 5.02 15.54 0.59 14.94 Vu<PhtVd2 Not Reqd 1 .140.9. 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.70 21.75 5.00 5.00 15.69 0.58 14.92 Vu<PhiVc/2 Not Reqd 1 14.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.73 21.75 4.98 4.98 15.84 0.57 14.91 Vu<PhiVd2 Not Reqd 1 14.9 0.0 0.0 +1.20D+1.60L+0.56S+1,60H 1 2.76 21.75 4.96 4.96 15.99 0.56 14.89 Vu<PhiVc/2 Not Reqd 1 14.9 0,0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.79 21.75 4.95 4.95 16.14 0.56 14.87 Vu<PhiVd2 Not Reqd 1 14.9 0.0 0.0 +1.20D+1.60L+0.5OS+1.60H 1 2.82 21.75 4.93 4.93 16.29 0.55 14.86 Vu<PhiVci2 Not Reqd 1 14.9 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 2,85 21.75 4.91 4.91 16.44 0.54 14.84 Vu<PhiVd2 Not Reqd 1 14.8 0,0 0.0 +120D+1.60L+0.50S+1,60H 1 2.88 21.75 4.89 4.89 16.58 0.53 14.82 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +1200+1.60L+0.50$+1.60H 1 2.91 21.75 4.87 4.87 16.73 0.53 14.81 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +1.200+1.60L+0,50$+1,60H 1 2.94 21,75 4.85 4.85 16.88 0.52 14.79 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 2.97 21.75 4.84 4.84 17.02 0.52 14.78 Vu<PhiVd2 Not Regi 1 14.8 OA 0.0 +1200+1,60L+0.50S+1.60H 1 3.00 21,75 4.82 4.82 17.17 0.51 14.76 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 3.03 21.75 4.80 4.80 17,31 0.50 14.75 Vu<PhiVd2 Not Reqd 1 14.7 0.0 OA +1200+1.60L+0.505+1.60H 1 3.06 21.75 4.78 4.78 17.45 0.50 14.74 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 3.09 21.75 4.76 4.76 17.60 0.49 14.72 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 3.12 21.75 4.75 4.75 17.74 0.48 14.71 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 3.15 21.75 4.73 4.73 17.88 0.48 14.70 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.18 21.75 4.71 4.71 18.02 0.47 14.68 Vu<PhVd2 Not Reqd 1 14.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.21 21.75 4.69 4.69 18.16 0.47 14.67 Vu<PhtVd2 Not Reqd 1 14.7 0.0 0.0 +1.20D+1.60L+O.5OS+1.60H 1 3.24 21.75 4.67 4.67 18.30 0.46 14.66 Vu<PhiVd2 Not Reqd 1 14.7 0.0 O.0 +1.20D+1.60L+0.50S+1.60H 1 3.27 21.75 4.66 4.66 18.44 0.46 14.64 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.30 21.75 4.64 4.64 18.58 0.45 14.63 Vu<PhiVd2 Not Reqd 1 14,6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.33 21.75 4.62 4.62 18.72 0.45 14.62 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 +1,200+1.6OL+0.50S+1.60H 1 3.36 21.75 4.60 4.60 18.86 0.44 14.61 Vu<PhIVd2 Not Reqd 1 14.6 0.0 0.0 +124D+1,60L+0.50S+1.60H 1 3.39 21.75 4.58 4.58 19.00 0.44 14.60 Vu<PhiVd2 Not Recd!1 14.6 0.0 0.0 +1200+1.60L+0.50$+1.60H 1 3.42 21.75 4.57 4.57 19.14 0.43 14.59 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 +1.200+1,60L+0.505+1.60H 1 3.45 21.75 4.55 4.55 19.27 0.43 14.58 Vu<PhiVd2 Not Regi 1 14.6 0.0 0.0 +1206+1.60L+0.505+1.60H 1 3,48 21.75 4.53 4.53 19.41 0.42 14.56 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 +120ddD�+1. L+O. +1, OH 1 3.51 21.75 4.51 4.51 19.54 0.42 14.55 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 +12GP�+1. 1. M 1 3.54 21.75 4,49 4.49 19.68 0.41 14.54 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +1200+1.60L+0.50$+1.60H 1 3.57 2115 4.48 4.48 19.81 0.41 14.53 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 r r 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 an�uw.ProjectCiassic.com Favid@ProjectClassic.com L©ncr ftam Fie=tOmpboAWodCtC01 7R-1 1t�1.ECe _.>: t:idERCAI.C,INC.1983.2015,8u��.15.3�8.Yer�.15:39 Description: 8105 Detailed Shear Information Span Distance V Vu (k) Mu d'VutMu PH VC Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1200+1.60L+0. +1. H 1 3,60 21,75 4.46 4.46 19.95 0,41 14.52 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +1200+1,60L+0.508+1.60H 1 3.63 21.75 4.44 4.44 20.08 0.40 14.51 Vu<PhiVc[2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50$+1.60H 1 3.66 21.75 4.42 4.42 2021 0.40 14.50 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.69 21.75 4.40 4.40 20,35 0.39 14.49 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.72 21.75 4.39 4.39 20.48 0.39 14.48 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 3.75 21.75 4.37 4.37 20.61 0.38 14.47 Vu<PhiVc/2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L*0.50S+1.60H 1 3.78 21.75 4.35 4.35 20.74 0.38 14.46 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.81 21.75 4.33 4.33 20.87 0.38 14.46 Vu<PhVct2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.84 21.75 4.31 4.31 21.00 0.37 14.45 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.87 21.75 4.30 4.30 21.13 0.37 14.44 Vu<PhiVd2 Not Reqd 1 14.4 U 0.0 +1.20D+14&gVM;+1.60H 1 3.90 21.75 4.28 4.28 21.26 0.36 14.43 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 • e•"20D+1.60L9l8US+1.60H••• 1 3.93 21.75 4.26 4.26 21.39 0.36 14.42 Vu<PhIVct2 Not Reqd 1 14.4 0.0 0.0 • +120D+1,80t.�50S+1.60H• •1• 3.96 21.75 4.24 4.24 21.51 0.36 14.41 Vu<PhiVcf2 Not Reqd 1 14.4 0.0 0.0 •i•••+A 20D+1.60L000. 9+1.60H• •• 3.99 21.75 4.22 4.22 21.64 0.35 14.40 Vu<PhiVC12 Not Read 1 14.4 0.0 0.0 i••••i 20D+1.60L*0.50S+1.60H••• •• 4,02 21.75 4.20 4.20 21.77 0.35 14.39 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 • +,1200+10L•Ot�S+1.60H •••y• 4.05 21.75 4.19 4.19 21.89 0.35 14.39 Vu<PhiVd2 Not Re 1 14.4 0.0 0.0 • • • qd ••••+1200+1.60l*005+1.60H 4.08 21,75 4.17 4.17 22.02 0.34 14.38 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 ••i*4 200+1.90L+0s9+1.60H••••�•• 4.11 21.75 4.15 4.15 22,14 0.34 14.37 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 ••••*4 20D+1.906,+0.50S+1.60H �•• 16* 4.14 21.75 4.13 4.13 2227 0.34 14.36 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 •• +120D+1.60L•0.50S+1.60H :-:10: 4.17 21.75 4.11 4.11 22,39 0.33 14.36 Vu<PhW2 Not Reqd 1 14.4 0.0 0.0 •i•••NI 20D+1.60k+0.505+1.60H • 1 • 4.20 21.75 4.10 4.10 22.51 0.33 14.35 Vu<PhVd2 Not Reqd 1 14.3 0.0 0.0 • +420D+1.IOt+AN+1.60H • 1 • 4.23 21.75 4.08 4.08 22.64 0.33 14.34 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 •+3.20D+1.G011A50S+1.60H i *1-* 4.26 21.75 4.06 4.06 22.76 0.32 14.33 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60LiO%QSrF1.60H 1 4.29 21.75 4.04 4.04 22.88 0.32 14.33 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L*0.50S+1.60H 1 4.32 21.75 4.02 4.02 23.00 0.32 14.32 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 4.35 21,75 4.01 4.01 23.12 0.31 14.31 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.38 21.75 3.99 3.99 2324 0.31 14.30 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 4.41 21.75 3.97 3.97 23.36 0.31 14.30 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4,44 21.75 3.95 3.95 23.48 0.31 14.29 Vu<PhiVct2 Not Reqd 1 14.3 0.0 0.0 +120D+1.60L+0.505+1.60H 1 4.47 21.75 3.93 3.93 23.60 0.30 14.28 Vu<PhiVci2 Not Reqd 1 14.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 4.50 21.75 1.50 1.50 23.72 0.11 13.85 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1200+1.60L+0.505+1.60H 1 4.53 21.75 1.47 1.47 23.76 0.11 13.84 Vu<PhiVd2 Not Regi 1 13.8 0.0 0.0 +1200=1.60L+0.50S+1.60H 1 4.56 21.75 1.44 1.44 23.80 0.11 13.84 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.506+1.60H 1 4.59 21.75 1.41 1.41 23.85 0.11 13.83 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 4.62 21.75 1.39 1.39 23.89 0.11 13.83 Vu<PhiVd2 Not Reqd 1 13.8 0.0 09 +120D+1.60L+0.50S+1.60H 1 4.65 21.75 1.36 1.36 23.93 0.10 13.82 Vu<PhVd2 Not Reqd 1 13.8 0.0 0.0 *120D+1.60L+0.50S+1.60H 1 4.68 21.75 1.33 1.33 23.97 0.10 13.81 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50$+1.60H 1 4.71 21.75 1.30 1.30 24.01 0.10 13.81 Vu<PhVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 4.74 21.75 1.28 1.28 24.05 0.10 13.80 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 4.77 21.75 1.25 1.25 24.09 0.09 13.80 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.80 21.75 1.22 1.22 24.12 0.09 13.79 Vu<PhVd2 Not Reqd 1 13.8 0.0 U +1.20D+1.60L+0.50S+1.60H 1 4,83 21.75 1.19 1.19 24.16 0.09 13.79 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.86 21.75 1.17 1.17 2420 0.09 13.78 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 4.89 21.75 1.14 1.14 24.23 0.09 13.78 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1.20D+1.60L+0.505+1.60H 1 4.92 21.75 1.11 1.11 24.26 0.08 13.77 Vu<PhIVcl2 Not Reqd 1 13.8 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 4.95 21.75 1.08 1.08 24.30 0.08 13.77 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0,0 +120D+1,60L+0.505+1.60H 1 4.98 21.75 1.06 1.06 24.33 0.08 13.76 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 5.01 21.75 1.03 1.03 24.36 0.08 13.76 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 5.04 21.75 1.00 1.00 24.39 0.07 13.75 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 5.07 21.75 0.97 0.97 24.42 0.07 13.75 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 5.10 21.75 0.95 0.95 24.45 097 13.74 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +12000+1. L+0.505+1, H 1 5.13 21.75 0.92 0.92 24.48 0.07 13.74 Vu<PhVd2 Not Reqd 1 13.7 0.0 0.0 *120• 1• 1 5.16 21.75 0.89 0.89 24.50 0.07 13.73 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 5.19 21.75, 0.86 0.86 24.53 0.06 13.73 Vu<Ph'Vd2 Not Reqd 1 13.7 09 0.0 r c 7318 Texas Trail (Pt" Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 [PRWE . WWW Pf*j ctctassic.com Fatid@Projectclassic.00m Concrete can l.. =rDotbo�tw tSTR ION*UsRMuLRON-, EN6RGALC,W-190M Bii&d13.i�39,Y .15.39 A 6 i• Description: B105 .Detailed Shear Information Span Distance 'd Vu (k) Mu d*VutMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (WO (k) M (k) RWd Suggest +1200+1. OL-+O-.50$+1.60H 1 5.22 21.75 0.83 0.83 24.56 0.06 13.72 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +120D+1.BOL+O.5OS+1.60H 1 5,25 21.75 0.81 0.81 24,58 0.06 13.72 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +120D+1.60L+O.5OS+1.60H 1 5.28 21.75 0.78 0.78 24.60 0.06 13.71 Vu<PhiVd2 Not Regi 1 13.7 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 5.31 21.75 0.75 0.75 24.63 0.06 13.71 Vu<PhiVd2 Not Regi 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.34 21.75 0.72 0.72 24.65 0.05 13.70 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.24D+1.60L+0.50S+1.60H 1 5.37 21.75 0.70 0.70 24.67 0.05 13.70 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5,40 21.75 0.67 0.67 24.69 0.05 13.70 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5,43 21.75 0.64 0.64 24.71 0.05 13.69 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+160H 1 5.46 21.75 0.61 0.61 24.73 0.05 13.69 Vu<PhiVct2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.49 21.75 0.59 0.59 24.75 0.04 13.68 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.6OH 1 5.52 21.75 0.56 0.56 24.76 0.04 13.68 Vu<PhlVd2 Not Reqd 1 0 8.0••0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 5.55 21.75 0.53 0.53 24.78 0.04 13.67 Vu<PNVd2 • Not Recd 1 16.060 0.0 ®.6•••• +120D+1.60L+0.50S+1,60H 1 5.58 21.75 0.50 0.50 24.80 0.04 13.67 Vu<PhiVd2 ftt Rei 1 13.0••.0.0 0.0 •• +120D+1.60L+0.54S+1.60H 1 5.61 21.75 0.48 0.48 24.81 0.03 13.66 Vu<PhiVc12 •.i*Wiewd 1 .40.1• 0.0 Q.3•••• +120D+1.60L+0.50S+1.60H 1 5.64 21.75 0.45 0.45 24.83 0.03 13.66 Vu<PhiVd2 •*Avp d 1 13.7. 0.0 8.0 • +120D+1.60L+0.50S+1.60H 1 5.67 21.75 0.42 0.42 24.84 0.03 13.65 Vu<PhiVd2 4dp9AFiegd 1 10.3•• 0.0 �.�•••• • +1.20D+1.60L+0.50S+1.60H 1 5.70 21.75 0.39 0.39 24.85 0.03 13.65 Vu<PhiVd2 440i qd 1 X13.6••X0.0 6.6*** +120D+1.60L+0.5OS+1.60H 1 5.73 21.75 0.37 0.37 24.86 0.03 13.64 Vu<Ph'Vd2 e,"~1 .r1&ra *0,0 QA i•• +1.40D+1.60H 1 5.76 21.75 0.34 0.34 19.11 0.03 13.66 Vu<PhiVd2 .AA Wqd 1 13.7�•:0.0 Q.Q.... +1.40D+1.60H 1 5.79 21.75 0.32 0.32 19.12 0.03 13.65 Vu<PhiVd2 "ww 1 13.7. 0.0 0.0 • +1,400+1.60H 1 5.82 21.75 0.30 0.30 19.13 0.03 13.65 Vu<PhVd2 NoN*1 d3.6 • 0.0 94•.i• +1.44D+1.60H 1 5.85 21.75 0.27 0.27 19.14 0.03 13.64 Vu<Ph'Vd2 Not F3egd 1 :19•••0.0 6.0 � +1.4OD+1.60H 1 5.88 21.75 0.25 0.25 19.15 0.02 13.64 Vu<PNW2 .WNeld 1 13.6...0.0 1.0•••• • +1 AOD+1.60H 1 5,91 21.75 0.23 0.23 19.15 0.02 13.63 Vu<Ph1/d2 Not Reqd 1 .13.$. 0.0 0.0 +1.40D+1.60H 1 5.94 21.75 0.21 0.21 19.16 0.02 13.63 Vu<PhiVc12 Not Regd 1 13.6 0.0 0.0 +1.40D+1.60H 1 5,97 21.75 0.19 0.19 19.17 0.02 13.62 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.40D+1.601-1 1 6.00 21.75 0.17 0.17 19.17 0.02 13.62 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.40D+1.60H 1 6.03 21.75 0.14 0.14 19.18 0.01 13.61 Vu<PhiVd2 Not Regi 1 13.6 0.0 0.0 +1.40D+1.60H 1 6.06 21.75 0.12 0.12 19.18 0.01 13.61 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.4OD+1.60H 1 6.09 21.75 0.10 0.10 1918 0.01 13.60 Vu<PhiVct2 Not Reqd 1 13.6 0.0 0.0 +1 A0D+1.60H 1 6.12 21.75 0.08 0.08 19.19 0.01 13.60 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.40D+1.60H 1 6.15 21.75 0.06 0.06 19.19 0.01 13.59 Vu<PhiVcl2 Not Reqd 1 13.6 0.0 OA +1.200+1.60L+0.505+1.60H 1 6.18 21.75 -0.05 0.05 24.93 0.00 13.59 Vu<PhiVci2 Not Reqd 1 13.6 0.0 0.0 +1 200+1.60L+0.50S+1.60H 1 6.21 21.75 -0.07 0.07 24.93 0.01 13.59 Vu<PhiVd2 Not Rent 1 13.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.24 21.75 -0.10 0.10 24.93 0.01 13.60 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +120D+1.60L+0.505+1.60H 1 6.27 21.75 -0.13 0.13 24,93 0.01 13.60 Vu<PhiVd2 Not Read 1 13.6 0.0 OA +120D+1.60L+0.50S+1.60H 1 6.30 21.75 -0.16 0.16 24,92 0.01 13.61 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.33 21.75 -0.18 0.18 24,92 0.01 13.61 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.20D+1.60L+O.5OS+1.60H 1 6,36 21.75 -0.21 0.21 24.91 0.02 13.62 Vu<PhiVd2 Not Reqd 1 13.6 OA 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.39 21.75 -0.24 0.24 24.90 0.02 13.62 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 6.42 21.75 -0.27 0.27 24.90 0.02 13.63 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.45 21.75 -0.29 0.29 24.89 0.02 13.63 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6,48 21.75 -0.32 0.32 24.88 0.02 13.64 Vu<PhiVct2 Not Reqd 1 13.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.51 21.75 -0.35 0.35 24.87 0.03 13.64 Vu<PhiVcl2 Not Reqd 1 13.6 0.0 0.0 +1.20D+1.60L+0.60S+1.60H 1 6.54 21.75 -0.38 0.38 24.86 0.03 13.64 Vu<PhiVd2 Not Reqd 1 13.6 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 6.57 21.75 -0.40 0.40 24.85 0.03 13.65 Vu<PHVd2 Not Reqd 1 13.6 0.0 0.0 +120D+1.60L+O.5OS+1.60H 1 6.60 21.75 -0.43 0.43 24.83 0.03 13.65 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +12OD+1.BOL+O.5OS+1.60H 1 6.63 21.75 -0.46 0.46 24.82 0.03 13.66 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +120D+1.60L+0.505+1.60H 1 6.66 21.75 -0.49 0.49 24.81 0.04 13.66 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +120D+1.60L+0.50$+1.60H 1 6.69 21.75 -0.51 0.51 24.79 0.04 13.67 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6.72 21.75 -0.54 0.54 24.78 0.04 13.67 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1200++1Q1.660T0L+0.5 S+1. 1 6.75 21.75 -0.57 0.57 24,76 U4 13.68 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.2 +I.t3U 1 6.78 21.75 460 0.60 24.74 0.04 13.68 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 6,81 2115 -0.62 0.62 24,72 0,05 13.69 Vu<PhiVd2 Not Regi 1 137 0.0 0.0 d 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 PM CLC www.ProjectClassic.com Farid@ProjectCClassic.com C©ttGpift0'. i n tate=.. 0)4Wa�� 11 iE LOA DOW.i.C,tNC.19&?�2S95rBulttL6.15.3.1LVe B. �. Description: B105 Detailed Shear Information Span fiance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi`Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1200+1.60L+O. +1.6 H 1 6.84 21.75 -0.65 0.65 24.70 0.05 13.69 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1200+1.601.+0.50S+1.60H 1 6.87 21.75 468 0.68 24.68 0.05 13.70 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +120D+1.60L+0.5OS+1.60H 1 6.90 21.75 -0.71 0.71 24.66 0.05 13.70 Vu<PhiVd2 Not Reqd 1 13.7 OA 0.0 +120D+1.60L+0.50S+1.60H 1 6.93 21.75 -0.73 0.73 24.64 0.05 13.71 Vu<PhtVd2 Not Reqd 1 13.7 0.0 0.0 +1.240+1.60L+0.50S+1.60H 1 6.96 21.75 -0.76 0.76 24.62 0.06 13.71 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 6.99 21.75 -0.79 0.79 24.60 0.06 13.72 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.02 21.75 -0.82 0.82 24.57 0.06 13.72 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.05 21.75 -0.85 0.85 24.55 0.06 13.73 Vu<PhiVd2 Not Reqd 1 13.7 O.O 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.08 21.75 -0.87 0.87 24.52 0.06 13.73 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.11 21.75 -0.90 0.90 24.49 0.07 13.74 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 +1.20D+1.8@"-%S+1.60H 1 7.14 21.75 -0.93 0.93 24.47 0.07 13.74 Vu<PhVd2 Not Reqd 1 13.7 0.0 0.0 • •••+1.200+1.6,Rt IROS+1.60H••. 1 7.17 21.75 -0.96 0.96 24.44 0.07 13.75 Vu<PhiVd2 Not Reqd 1 13.7 0.0 0.0 • +120D+1l�88 .50S+1.60H• •f 720 21.75 -0.98 0.98 24.41 0.07 13.75 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 •i••••1200+1.60M X06+1.60H•• •f• 723 21.75 -1.01 1.01 24.38 0.08 13.76 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 i•••• :1 20D+1.60R*0.50S+1.60HO•••T• 726 21.75 -1.04 1.04 24.35 0.08 13.76 Vu<PhiVd2 Not Regi 1 13.8 0.0 0.0 • •120D+1.6W4.60S+1.60H •••t 7.29 21.75 -1.07 1.07 24.32 0.08 13.77 Vu<PhiVd2 Not Re 1 13.8 OA 0.0 •••••1200+1.66Wb.60S+1.60H••••T• 7.32 21.75 -1.09 1.09 24.28 0.08 13.77 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 •••i•*1.20D+1r60L+Q.f%+1.60H••••*• 7.35 21.75 -1.12 1.12 24.25 0.08 13.78 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 •••••*1200+1UlO.50S+1.60H•••`t• 7.38 21.75 -1.15 1.15 24.22 0.09 13.78 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 •• +120D+1.60lo0.50S+1.60H••••1• 7.41 21.75 -1.18 1.18 24.18 0.09 13.79 Vu<Ph'Vd2 Not Re 1 13.8 0.0 0.0 •i•••i 1200+1.66L+0.5%+1.60H i 1 • 7.44 21.75 -1.20 1.20 24.15 0.09 13.79 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 • *1.200+1MM.W.60H • 1 • 7.47 21.75 -1.23 1.23 24.11 0.09 13.80 Vu<Ph'Vd2 Not Reqd 1 13.8 0.0 0.0 *••••:120D+I.%W i.50S+1.60H i '.p' 7.50 21.75 -1.26 1.26 24.07 0.09 13.80 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.O +1.20D+1.6DJ.W+1.60H 1 7.53 21.75 -1.29 1.29 24.03 0.10 13.81 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+O.50S+1.60H 1 7.56 21.75 -1.31 1.31 24.00 0.10 13.81 Vu<PhiVd2 Not Reqd 1 13.8 0.0 OA +1.20D+1.60L+0.50S+1.60H 1 7.59 21.75 -1.34 1.34 23.96 0.10 13.82 Vu<PhlVd2 Not Reqd 1 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.62 21.75 -1.37 1.37 23.92 0.10 13.82 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.65 21.75 -1.40 1.40 23.87 0.11 13.83 Vu<PhVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+4.5OS+1.60H 1 7.68 21.75 -1.42 1.42 23.83 0.11 13.83 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.71 21.75 -1.45 1.45 23.79 0.11 13.84 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +120D+1.60L+0.5OS+1.60H 1 7.74 21.75 -1.48 1.48 23.74 0.11 13.84 Vu<PhiVd2 Not Reqd 1 13.8 0.0 0.0 +1200+1.60L+0.5OS+1.60H 1 7.77 21.75 -1.51 1.51 23.70 0.12 13.85 Vu<PhiVd2 Not Regi 1 13.8 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 7.80 21.75 1.53 1.53 23.65 0.12 13.85 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1200+1.60L+0.505+1.60H 1 7.83 21.75 -1.56 1.56 23.61 0.12 13.86 Vu<Ph1Vd2 Not Rent 1 13.9 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.86 21.75 -1.59 1.59 23.56 0.12 13.86 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 7.89 21.75 -1.62 1.62 23.51 0.12 13.87 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +120D+1.60L+0.505+1.60H 1 7.92 21.75 -1.64 1.64 23.46 0.13 13.88 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 7.95 21.75 -1.67 1.67 23.41 0.13 13.88 Vu<PhiVd2 Not Regi 1 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 7.98 21.75 -1.70 1.70 23.36 0.13 13.89 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 8.01 21.75 -1.73 1.73 23.31 0.13 13.89 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.04 21.75 -1.75 1.75 23.26 0.14 13.90 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.07 21.75 -1.78 1.78 23.21 0.14 13.90 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.10 21.75 -1.81 1.81 23.15 0.14 13.91 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8,13 21.75 -1.84 1.84 23.10 0.14 13.92 Vu<PWVd2 Not Reqd 1 13.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 8.16 21.75 -1.86 1.86 23.04 0.15 13.92 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.19 21.75 -1.89 1.89 22.99 0.15 13.93 Vu<PhiVd2 Nat Reqd 1 13.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 822 21.75 -1.92 1.92 22.93 0.15 13.93 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +120D+1.60L+0.50$+1.60H 1 825 21.75 -1.95 1.95 22.87 0.15 13.94 Vu<PhiVd2 Not Reqd 1 13.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 828 21.75 -1.97 1.97 22.81 0.16 13.95 Vu<PhiVd2 Not Reqd 1 13.9 0.0 OA +1200+1.60L+0.50S+1.60H 1 8.31 21.75 -2.00 2.00 22.75 0.16 13.95 Vu<PhiVd2 Not Reqd 1 14.0 0.0 OA +120,,0++1�1.60L+0.505+1.60H 1 8.34 21.75 -2.03 2.03 22.69 0.16 13.96 Vu<PhiVd2 Not Reqd 1 14.0 0.0 O.O +120P+1. 2 000+1. L+o �A 1 8.37 21.75 -2.06 2.06 22.63 0.16 13.96 Vu<PhiVd2 Not Reqd 1 14.0 0.0 0.0 1 8.40 21.75 -2.08 2.08 22.57 0.17 13.97 Vu<PhiVd2 Not Reqd 1 14.0 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 8.43 21.75 -2.11 2.11 22.51 D.17 13.98 Vu<PhiVd2 Not Reqd 1 14.0 0.0 0.0 1 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 PROJECT C SSiC U www.ProjectCtassic.com „„_�•• Farid@ProjectCiassic.com RO.MmpbWWOeACONSTt-10m%USRVARI ON-11ect mptA CrOi!1Ct'@1@'B@8[tt ENEW-VA INC,IMM-ao15;BAMIUA,VWAi83.4'', Description: B105 Detailed Shear Information Span Distance V Vu (k) Mu d'Vu1Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k} (k) Req'd Suggest +120 +1.64L+ . +1.UOH 1 8.46 21.75 -2.14 2.14 22.44 0.17 13.98 Vu<PhiVd2 Not Reqd 1 14.0 0.0 OA +1.200+1.601.450S+1.601-1 1 8.49 21.75 -2.17 2.17 22.38 0.18 13.99 Vu<PhiVct2 Not Reqd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.52 21.75 -2.19 2.19 22.31 0,18 14.00 Vu<PhiVd2 Not Reqd 1 14.0 0.0 0.0 +120D+1.60L+0.50$+1.60H 1 8.55 21.75 -2.22 2.22 2225 0.18 14.00 Vu<PhiVd2 Not Reqd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.58 21.75 -2.25 2.25 22.18 0.18 14.01 Vu<PhIVd2 Not Reqd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.61 21.75 -2.28 2.28 22.11 0.19 14.01 Vu<PhiVc/2 Not Reqd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.64 21.75 -2.30 2.30 22.04 0.19 14.02 Vu<PhtVd2 Not Regd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8,67 21.75 -2.33 2.33 21.97 0.19 14.03 Vu<PhiVd2 Nat Reqd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.70 21.75 -2.36 2.36 21.90 0.20 14.03 Vu<PhiVct2 Not Regd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 8.73 21.75 -2.39 2.39 21.83 0.20 14.04 Vu<PhiVd2 Not Reqd 1 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 8.76 21.75 -2.41 2.41 21.76 0.20 14.05 Vu<PhlVd2 Not Regd 1 Uwe• 0.0 0.0 +1,20D+1.60L+6.50$+1,60H 1 8.79 21.75 -2.44 2.44 21.69 0.20 14.06 Vu<PhiVd2 • Not Reqd 1 "We*�0.0 .w.... +120D+1.60L+0.508+1.60H 1 8.82 21.75 -2.47 2.47 21.61 0.21 14.06 Vu<PhiVd2 0.0101 Ad 1 14.19..0.0 0.0 .• +1.200+1.60L+0.50S+1.60H 1 8.85 21.75 -2.50 2.50 21.54 0.21 14.07 Vu<PhiVcl2 ..Wqj QQq11 •w:* 0.0 JV6•i• +120D+1.60L+0.505+1.60H 1 8.88 21.75 -2.53 2.53 21.46 0.21 14.08 Vu<PhiVd2 ..9let'JI&gd 1 14.1. 0.0 P.O. � 020D+1.60L+0.505+1.60H .O�t@egd1 Uw.. 0.0 we*: 1 8.91 21.75 -2.55 2.55 21.39 0.22 14.08 Vu<PhiVd2 � +120D+1.60L+0.508+1.60H 1 8.94 21.75 -2.58 2.58 21.31 0.22 14.09 Vu<PhiVd2 *.W499gd 1 We.*0.0 .0".. +1200+1.60L+0.50S+1.60H 1 8.97 21.75 -2.61 2.61 21.23 0.22 14.10 Vu<PhiVcf2 ..JW W 1 .Vol 00.0 .t},4.8 +120D+1.60L+0.508+1.60H 1 9.00 21.75 -2.64 2.64 21.15 0.23 14.11 Vu<PhiVd2 ..%jIgd 1 14.1*.i 0.0 .4.06... +120D+1.60L+0.50$+1.60H 1 9.03 21.75 -2.66 2.66 21.07 023 14.11 Vu<PhiVd2 ..""01 14.1. 0.0 0.0 .• +120D+1.60L+0.50S+1.60H 1 9.06 21.75 -2.69 2.69 20.99 0.23 14.12 Vu<PhiVd2 N&R$qd 1 .14.1 . 0.0 .0.0..i• +1.20D+1.60L+0.505+1.60H 1 9.09 21.75 -2.72 2.72 20.91 024 14.13 Vu<PhiVd2 . Not$egd 1 :?^*••0.0 .0.0 . +1.20D+1.60L+0.505+1.60H 1 9.12 21.75 -2,75 2.75 20.83 0.24 14.14 Vu<PhiVd2 '.V&R:qd 1 14.1...0.0 .00'.0'••� +1.20D+1.60L+6.50S+1.60H 1 9.15 21.75 -2.77 2.77 20.75 0.24 14.14 Vu<PhiVcl2 Not Reqd 1 .14.1. 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.18 21.75 -2.80 2.80 20.66 0.25 14.15 Vu<PhiVd2 Not Reqd 1 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.21 21.75 -2.83 2.83 20.58 0.25 14.16 Vu<Pha'Vct2 Not Reqd 1 149 0.0 0,0 +1.20D+1,60L+0.50S+1.60H 1 924 21.75 -2.86 2.86 20A9 0.25 14.17 Vu<PhiVd2 Not Reqd 1 142 0.0 0.0 +1,20D+1.60L+0.50S+1.60H 1 9.27 21.75 -2.88 2.88 20.41 0.26 14.18 Vu<PhtVd2 Not Reqd 1 14.2 0.0 0,0 +1,20D+1.60L+0.50S+1.60H 1 9.30 21.75 -2.91 2.91 20.32 0.26 14.18 Vu<PhiVd2 Nat Reqd 1 14.2 0.0 0.0 +120D+1.60L+0.565+1.60H 1 9.33 21.75 -2.94 2.94 20.23 0.26 14.19 Vu<PhiVd2 Nat Reqd 1 142 0.0 0.0 +120D+1,60L+0.50S+1.60H 1 9.36 21.75 -2.97 2.97 20.14 0.27 14.20 Vu<PhlVd2 Not Reqd 1 14.2 0.0 0.0 +120D+1.60L+0.50$+1.60H 1 9.39 21.75 -2.99 2.99 20.06 0.27 14.21 Vu<PhiVd2 Not Reqd 1 142 0.0 0.0 +1200+1.60L+0.50$+1.60H 1 9.42 21.75 -3.02 3.02 19.97 0.27 14.22 Vu<PhiVd2 Not Regd 1 14.2 0.0 0.0 +120D+1.60L+0.508+1.60H 1 9.45 21.75 -3.05 3.05 19,87 0.28 14.23 Vu<PhiVd2 Not Reqd 1 142 0.0 0.0 +120D+1.60L+0.505+1.60H 1 9.48 21.75 -3.08 3.08 19.78 0.28 14.24 Vu<PhiVd2 Not Reqd 1 14.2 0.0 0.0 +1200+1.60L+0.505+1.60H 1 9.51 21.75 -3.10 3.10 19.69 0.29 14.24 Vu<PhiVd2 Not Reqd 1 14.2 0.0 0.0 +120D+1.60L+0.505+1.60H 1 9.54 21.75 -3.13 3.13 19.60 0.29 14.25 Vu<PhiVd2 Not Real 1 14.3 0.0 0.0 +1200+1.60L+0.505+1.60H 1 9.57 21.75 -3.16 3.16 19.50 0.29 14.26 Vu<PhiVd2 Not Reo 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.60 21.75 -3.19 3.19 19.41 0.30 14.27 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.63 21.75 -3.21 3.21 19.31 0.30 14.28 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 9.66 21.75 -3.24 3.24 19.21 0.31 14.29 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.69 21.75 -3.27 3.27 19.12 0.31 14.30 Vu<PhiVd2 Not Reqd 1 14.3 0.6 0.0 +1.20D+1.60L+0.50S+1BOH 1 9.72 21.75 -3.30 3.30 19.02 0.31 14.31 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.75 21.75 -3.32 3.32 18.92 0.32 14.32 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1200+1.60L+6.50S+1.60H 1 9.78 21.75 -3.35 3.35 18.82 0.32 14.33 Vu<PhiVd2 Not Regi 1 14.3 0,0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9,81 21.75 -3.38 3.38 18.72 0.33 14.34 Vu<PhiVd2 Not Reqd 1 14.3 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 9,84 21.75 -3.41 3.41 18.62 0.33 14.35 Vu<PhIV02 Not Reqd 1 14.4 0,0 0.0 +1.20D+1.60L+0.50S+1.60H 1 9.87 21.75 -3.43 3.43 18.51 0.34 14.36 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 9.90 21.75 -3.46 3.46 18.41 0.34 14.37 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 +120D+1.60L+0.565+1.60H 1 9.93 21,75 -3.49 3.49 18.31 0.35 14.38 Vu<PhiVd2 Not Reqd 1 14A 0.0 0.0 +1200+1.60L+0.50$+1.60H 1 9.96 21,75 -3.52 3.52 18.20 0.35 14.39 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0.0 +120.0A0++1�1.60,,L,,+�0'.5510l5�+{1. OH 1 9.99 21,75 -3.54 3.54 18.09 0,35 14.41 Vu<PhiVd2 Not Reqd 1 14.4 0.0 0,0 +12t70�+t.�E+eF6v 3�I. 1 10.02 21.75 -3.57 3.57 17.99 0.36 14.42 Vu<PhiVd2 Not Regi 1 14.4 0,0 0.0 +1.200+1.601-+0.50S+1.60H 1 10.05 21.75 -3.60 160 17.88 0.36 14.43 Vu<PhiVd2 Not Regi 1 14.4 OA 0.0 r 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 PRWUt U. www.ProjectClassic.com mjectclassic.com ire=t oxWfm*c6NS7R 1 lERCA-1 Eta Conciste a tG,t[ 11 2D9�Bu@d�1539,Ver815.38 t t t• Description: B105 Detailed Shear Information Span Distance V Vu (k) Mu d'Vu4blu Phi"Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +12 +1.601- S+1, H 1 10.08 21.75 -3.63 3.63 17.77 0.37 14.44 Vu<PhiVd2 Not Reqd 1 14A 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.11 21.75 -3.65 3.65 17.66 0,37 14.45 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +120D+1.601-+0.506+1.601-1 1 10.14 21.75 -3.68 3.68 17,55 0,38 14.46 Vu<PhiVcl2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.17 21.75 -3.71 3.71 17.44 0.39 14.48 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.20 21.75 -3.74 3.74 17.33 0.39 14.49 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.23 21.75 -3.76 3.76 17.22 0.40 14.50 Vu<PhEVd2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.26 21.75 -3.79 3.79 17.10 0.40 14.52 Vu<PMVct2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50$+1.60H 1 10.29 21.75 -3.82 3.82 16.99 0.41 14.53 Vu<PhiVcl2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.32 21.75 -3.85 3.85 16.87 0.41 14.54 Vu<PhiVd2 Not Reqd 1 14.5 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.35 21.75 -3.87 3.87 16.76 0.42 14.56 Vu<PhNd2 Not Reqd 1 14,6 0,0 0.0 +120D+1 g@IL"-n+1.60H 1 10.38 21.75 -3.90 3.90 16.64 0,42 14.57 Vu<PWVd2 Not Reqd 1 14.6 0.0 0.0 • ••••r+R.20D+1.6@L•t!!%S+1,60H•• 1 10.41 21.75 -3.93 3.93 16.52 0.43 14.58 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 •• +1,20D+1.9q.•t.50S+1.60H• •1* 10.44 21.75 -3.96 3.96 16.41 0.44 14.60 Vu<PhiVc12 Not Reqd 1 14.6 0.0 0.0 ••••••r120D+1.60L•0!363+1BOH•• •j•• 10.47 21.75 -3.98 3.98 16.29 0.44 14.61 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 • •200+1.60L•O.50S+1.60H 090"0 1050 21.75 -4.01 4.01 16.17 0.45 14.63 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 • ,0 200+1.6(*.-O-M+1.60H---1•• 10.53 21.75 4.04 4.04 16.05 0.46 14.64 Vu<PhiVd2 Not Reqd 1 14.6 0.0 0.0 •••*e4 200+1.60!•OtFi@S+1.60H •*•1• 10.56 21.75 4.07 4.07 15.93 0.46 14.66 Vu<PhiVct2 Not Reqd 1 14.7 0.0 0.0 ••••m1200+1.@OL+0ft$+1.60H••••:•• 10.59 21.75 -4.09 4.09 15.80 0.47 14.67 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 • ••"200+1.91:b.50S+1.60H •• 1** 10,62 21.75 .4.12 4.12 15.68 0.48 14.69 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 • +120D+1.60L•0.50S+1.60H ***1** 10.65 21.75 -4.15 4.15 15.56 0.48 14.71 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 •i•••+.120D+1.601.{.509o+1.60H i •1 • 10.68 21,75 4.18 4.18 15.43 0.49 14.72 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 • +420D+1.W0.M+1.60H • 1 • 10.71 21.75 -4.20 4.20 15.30 0.50 14.74 Vu<PhiVd2 Not Reqd 1 14.7 0.0 0.0 +• t�200+1•�0►t+0i60S+1.60H i *1.' 10.74 21.75 -4.23 4.23 15.18 0.51 14.76 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +1.20D+1.60Lii0bS+1.60H 1 10.77 21.75 -4.26 4.26 15.05 0.51 14.77 Vu<PhVd2 Not Reqd 1 14.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.80 21.75 -4.29 4.29 14.92 0.52 14.79 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 10.83 21.75 -4.32 4.32 14.79 0.53 14.81 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0,0 +1.20D+1.60L+0.50S+1.60H 1 10.86 21.75 4.34 4.34 14.66 0.54 14.83 Vu<PNVd2 Not Reqd 1 14.8 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.89 21.75 4.37 4.37 14.53 0.55 14.85 Vu<PhiVd2 Not Reqd 1 14.8 0.0 0.0 +120D+1.60L+0.505+1.60H 1 10.92 21.75 4.40 4.40 14.40 0.55 14.87 Vu<PhiVd2 Not Reqd 1 14.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 10.95 21.75 -4.43 4.43 14.27 0.56 14.89 Vu<PhiVcl2 Not Reqd 1 14.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 10.98 21.75 -4.45 4.45 14.14 0.57 14.91 Vu<PhiVd2 Not Reqd 1 14.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 11.01 21.75 -4.48 4.48 14.00 0.58 14.93 Vu<PhiVd2 Not Reqd 1 14.9 0.0 0.0 +1200+1.60L+0.508+1.60H 1 11.04 21.75 4.51 4.51 13.87 0.59 14.95 Vu<PhiVd2 Not Reqd 1 15.0 0.0 0.0 +1200+1.601-+0.50$+1.60H 1 11.07 21.75 -4.54 4.54 13.73 0.60 14.97 Vu<PhiVd2 Not Reqd 1 15.0 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 11.10 21.75 -4.56 4.56 13.59 0.61 15.00 Vu<PhiVd2 Not Reqd 1 15.0 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 11.13 21.75 -4.59 4.59 13.46 0,62 15.02 Vu<PhiVd2 Not Reqd 1 15.0 0.0 0.0 +1200+1.60L+o.50S+1.60H 1 11.16 21.75 -4.62 4.62 13.32 0.63 15.04 Vu<PhiVd2 Not Reqd 1 15.0 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 11.19 21.75 4.65 4.65 13.18 0.64 15.07 Vu<PhiVd2 Not Reqd 1 15.1 OA 0.0 +1200+1.60L+0.50S+1.60H 1 11.22 21.75 -4.67 4.67 13.04 0.65 15.09 Vu<PhiVd2 Not Reqd 1 15.1 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 11.25 21.75 -4.70 4.70 12.90 0.66 15.12 Vu<PhiVd2 Not Reqd 1 15.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.28 21.75 -4.73 4.73 12.76 0.67 15.14 Vu<PhfVd2 Not Reqd 1 15.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.31 21.75 -4.76 4.76 12.62 0.68 15.17 Vu<PhiVd2 Not Reqd 1 15.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.34 21.75 4.78 4.78 12.47 0.70 15.20 Vu<PhiVd2 Not Reqd 1 15.2 0.0 0.0 +1.20D+1.601.+0.50S+1.60H 1 11.37 21.75 -4.81 4.81 12.33 0.71 15.23 Vu<PhiVd2 Not Reqd 1 15.2 0.0 0,0 +120D+1.60L+0.50S+1.60H 1 11.40 21.75 -4.84 4.84 12.18 0.72 15.25 Vu<PhiVc12 Not Reqd 1 15.3 0.0 0.0 +120D+1.60L+0.50S+1,60H 1 11.43 21.75 4.87 4.87 12.04 0.73 15.28 Vu<PhiVd2 Not Reqd 1 15.3 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 11.46 21.75 -4.89 4.89 11.89 0.75 15.31 Vu<PhiVd2 Not Reqd 1 15.3 0.0 0.0 +120D+1.60L•0.505+1.60H 1 11.49 21.75 -4.92 4.92 11.75 0.76 15.35 Vu<PhiVd2 Not Reqd 1 15.3 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 11.52 21.75 -4.95 4.95 11.60 0.77 15.38 Vu<PhiVd2 Not Reqd 1 15.4 0.0 0.0 +1200+1.60L+0.%S+1.60H 1 11.55 21.75 -4.98 4.98 11.45 0.79 15.41 Vu<PhiVd2 Not Reqd 1 15.4 OA 0.0 +120D+1.60L+0.50S+1.60H 1 11.58 21.75 -5.00 5.00 11.30 0.80 15.45 Vu<PhiVd2 Not Reqd 1 15A 0.0 0.0 +1200+1• L+O. +1. 1 11.61 21.75 -5.03 5.03 11,15 0.82 15.48 Vu<PhiVd2 Not Regi 1 15.5 0.0 0.0 +12 1 11.64 21.75 -5.06 5.06 11.00 0.83 15.52 Vu<PhiVd2 Not Reqd 1 15.5 0.0 0.0 +1 200+1.60L+0.50S+1.60H 1 11.67 21.75 -5.09 5.09 10.84 0.85 15.56 Vu<PhiVd2 Not Reqd 1 15.6 0.0 0.0 7318 Texas Trail Boca Raton,Florida 33487 § i PH:954 667 7803,FX:561665 5438 www.ProjectClassic.com Farid@ProjectClassic.00m Concrete Beam File=t.Qo*xXft*d=STFt--11Cii"USRh1UMN-1 NOrA. ENER=,INC.1 32Ei15 awwv5:3.9,Vec8.153.9 e Description: B105 Detailed Shear Information;. Span Distance 'd' Vu (k) Mu d'VutMu Phi"Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1200+1. L+0.50S+1.60H 1 11.70 21.75 -5.11 5.11 10.69 0.87 15.60 Vu<PhiVcf2 Not Reqd 1 15.6 0.0 0.0 +1200+1.60L+0.50S+1.601-1 1 11.73 21.75 -5.14 5.14 10.54 0.88 15.64 Vu<PhiVd2 Not Reqd 1 15.6 0.0 OA +1200+1.601.+0.50S+1.601-1 1 11.76 21.75 -5.17 5.17 10,38 0.90 15.68 Vu<PhiVd2 Not Reqd 1 15.7 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 11.79 21.75 -5.20 5.20 10,23 0.92 15.72 Vu<PhiVd2 Not Reqd 1 15.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.82 21.75 -5.22 5.22 10.07 0.94 15.77 Vu<PhiVd2 Not Reqd 1 15.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.85 21.75 -5.25 5.25 9.91 0.96 15.81 Vu<PhiVd2 Not Reqd 1 15.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.88 21.75 -5.28 5.28 9.76 0.98 15.86 Vu<PhiVci2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.91 21.75 -5.31 5.31 9.60 1.00 15.91 Vu<PhiVcl2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.94 21.75 -5.33 5.33 9.44 1.00 15.91 Vu<PhiVG2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 11.97 21.75 -5.36 5.36 9.28 1.00 15.91 Vu<PhiVct2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.00 21.75 -5.39 5.39 9.12 1.00 15.91 Vu<PhMJ2 Not Reqd 1 1+W* 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 12.03 21.75 -5.42 5.42 8.95 1.00 15.91 Vu<PhiVd2 Not Vegd1 *UW,,,O0.0 X00• +120D+1.60L+0.505+1.60H 1 12.06 21.75 -5.44 5.44 8.79 1.00 15.91 Vu<PhiVcl2 Wol R?Ad 1 1 V x.0.0 0.0 • +120D+1.60L+0.50S+1,60H 1 12.09 21.75 -5.47 5.47 8.63 1,00 15.91 Vu<PhiVct2 *ekWytjgdI U*e 0.0 *V* +1200+1.601-+0.50S+1.601-1 1 12.12 21.75 -5.50 5.50 8.46 1.00 15.91 Vu<PhiVd2 O O VS RIgd 1 15.90 0.0 4P.0 +1200+1.60L+0.505+1.60H 1 12.15 21.75 -5.53 5.53 8.30 1.00 15.91 Vu<PhiVd2 0 W&eqd 1 'j5090 0 0.0 W**: +120D+1.60L+0.50S+1.60H 1 12.18 21.75 -5.55 5.55 8.13 1.00 15.91 Vu<PhiVr/2 00WjIgd1 015000000.0 X1000 +1200+1.60L+0.50S+1.60H 1 12.21 21.75 -5.58 5.58 7.96 1 M 15.91 Vu<Ph1Vd2 0 0 N I-Sqd 1 01509 00.0 MO*' +1200+1.60L+0.50S+1.60H 1 12.24 21.75 -5.61 5.61 7.80 1.00 15.91 Vu<PhiVd2 0,RQj jIgd 1 15.90 0:0.0 4",,, +120D+1.60L+0.50S+1.60H 1 12.27 21.75 -5.64 5.64 7.63 1 ko 15.91 Vu<PhiVd2 0 0 Olg1 j2%qd 1 15.90 0.0 0.0 0 0 +1200+1.60L+0.505+1.60H 1 12.30 21.75 -5.66 5.66 7.46 1.00 15.91 Vu<PhiVd2 N61 Rj4d 1 015.9 0 0.0 00W000 i 0 +1.20D+1.60L+0.50S+1.60H 1 12.33 21.75 -5.69 5.69 7.29 1.00 15.91 Vu<Ph'Vd2 Not jegdI :t"000.0 00.0 +1 20D+1.60L+0.50$+1.60H 1 12.36 21.75 -5.72 5.72 7.12 1.00 15.91 Vu<PhiVd2 • 0 R$qd 1 154 0 0 0.0 :"00: +1.20D+1.60L+0.50S+1.60H 1 12.39 21.75 -5.75 5.75 6.94 1.00 15.91 Vu<Ph'Vr+2 Not Reqd 1 015r0 0.0 OA +120D+1.60L+0.50S+1.60H 1 12.42 21.75 -5.77 5.77 6.77 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.508+1.60H 1 12.45 21.75 -5.80 5.80 6.60 1.{X3 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.48 21.75 -5.83 5.83 6.42 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1,60L+0.50S+1.60H 1 12.51 21.75 -5.86 5.86 6.25 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.54S+1,60H 1 12.54 21.75 -5.88 5.88 6.07 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 12.57 21.75 -5.91 5.91 5.90 1.00 15.91 Vu<PhiVd2 Not Regi 1 15.9 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 12.60 21.75 -5.94 5.94 5.72 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.505+1.60H 1 12.63 21.75 -5.97 5.97 5.54 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.545+1.60H 1 12.66 21.75 -6.00 6.00 5.36 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50$+1.60H 1 12.69 21.75 -6.02 6.02 5.18 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 12.72 21.75 -6.05 6.05 5.00 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.200+1.60L+0.50S+1.60H 1 12.75 21.75 -6.08 6.08 4.82 1.00 15.91 Vu<PhiVd2 Not Read 1 15.9 0.0 0.0 +120D+1.60L+0.505+1.60H 1 12.78 21.75 -6.11 6.11 4.63 1 A 15.91 Vu<PhiVd2 Not Regi 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 12.81 21.75 -6.13 6.13 4.45 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.84 21.75 -6.16 6.16 4.27 1.00 15.91 Vu<PhiVd2 Not Regi 1 15.9 0.0 0.0 +1,20D+1.601-+0.505+1.60H 1 12.87 21.75 -6.19 6.19 4.08 1M 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.24D+1.60L+0.50S+1.60H 1 12.90 21.75 -6.22 6.22 3.89 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.93 21.75 -6.24 6.24 3.71 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.96 21.75 -6.27 6.27 3.52 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 12.99 21.75 -6.30 6.30 3.33 1.00 15.91 Vu<PhiVc12 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 13.02 21.75 -6.33 6.33 3.14 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1,60H 1 13.05 21.75 -6.35 6.35 2.95 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1,200+1.60L+0.50S+1.60H 1 13.08 21.75 -6.38 6.38 2.76 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 13.11 21.75 -6.41 6.41 2.57 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 13.14 21.75 -6.44 6.44 2.38 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +120D+1.601-+0.50$+1.60H 1 13.17 21.75 -6.46 6.46 2.18 1.00 15.91 Vu<PWVc(2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.505+1.60H 1 13.20 21.75 -6.49 6.49 1.99 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1200+1.T60,L�+{0.50t5+1. H 1 13.23 21.75 -6.52 6.52 1.79 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +12OV.60 U 1. 1 13.26 21.75 -6.55 6.55 1.60 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 +1 20D+1.60L+0.50S+1.60H 1 13.29 21.75 -6.57 6.57 1.40 1.00 15.91 Vu<PhiVd2 Not Reqd 1 15.9 0.0 0.0 l � 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 wwnu.ProjectClassic.com Fadd@ProjectClassic.com Fde=fDvOmftktCONSTR-1 11 NERCM1.EC6 �io �rlr®te 's�m ENERCAMINC.1 2015,BuIki:6153.9,Ve":8.%U Description: B105 Detailed Shear information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi'Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +12 0+1. L+0.50S:1.60H 1 13.32 21.75 -6.60 6.60 1.20 1.00 15.91 Vu<PhiVci2 Not Reqd 1 15.9 0.0 0.0 +1200+1.60L+0.50S+1.60H 1 13.35 21.75 -6.63 6.63 1.00 1.00 15.91 Vu<PhiVc/2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 13.38 21.75 -6.66 6.66 0.81 1.00 15.91 Vu<PhiVcl2 Not Reqd 1 15.9 OA 0.0 +124D+1.60L+0.50$+1.60H 1 13.41 21.75 -6.68 6.68 0.61 1.00 15.91 Vu<Ph'VcI2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 13.44 21.75 -6.71 6.71 0.40 1.00 15.91 Vu<PhiVct2 Not Reqd 1 15.9 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 13.47 21.75 -6.74 6.74 0.20 1.00 15.91 Vu<PhiVci2 Not Reqd 1 15.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 13.50 21.75 -6.77 6.77 0.00 1.00 15.91 Vu<Ph'VG2 Not Reqd 1 15.9 0.0 0.0 9999 9999•• 9999 • • • 9999 • •• 9999•• 9999 9999•• • • • • 9999•• 9999•• • • 9999 9999 • • • • 9999• 9999 9999 9999• • ••• 9999•• • • • 0 9999•• •• •• •• •• • 9999•• 9999•• • • • • 9006•• 9999•• • • • • • 0000 6 •• •0• 6• 49 Total#28 t i 7318 Texas Trail W Boca Raton,Florida 33487 Zj PH:954 887 7803,FX:561665 5438 T C1SSfC lC. www.ProjectClassic.com M , Farid@ProjectClassic.oam Concrete BeamRe=tOopbox%WoddC=Ttt-1tcBtx, VSRVt LRON--1 RCA-1 iE .9+SEFt XC,4NC.1 83-2015,Bulld:8.15.Vi Ver.8.15.39 Description: B106 CODE REFERENCES Calculations per ACI 318-08,IBC 2009,ASCE 7-10 Load Combination Set:ASCE 7-10 Material Properties --- _._......---...... - __.._...........-......... . fc - 3 0 ksi ib Phi Values Flexure: 0.90 fr= fo'12 7.50- = 410.792 psi Shear: 0.750 $" 10 yf Density = 145.0 pd �, = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Fy-Stirrups 60.0 ksiw ,NR fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi : Stirrup Bar Size#= # 3 E-Main Rebar = 29,000.0 ksi 4 Number of Resisting Legs Per Stirrup= 2 Load Combination ASCE 7-10 L__-.._._....._. 8 in ......._.._._---._-_-.-._._-- -.....---- ..._DA ._._____-___3 17 •• ••• v • • i 8•wx14'h .... .... •i••• Spar15.Oft •• •• •• ••�••• • _Cross Section&Reinforcing Details : ' : . . .•..:• Rectangular Section, Width=8.0 in, Height=14.0 in • ;""' • Span#1 Reinforcing.... •• • •••• i""� 245 at 2.250 in from Top,from 0.0 to 15.0 ft in this span 245 at 2.250 in from Bottom,from 0.0 to 15.0 ft in thij ppg Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... D=0.070, L=0.040 Uniform Load on ALL spans: D=0.070, L=0.040 VA Partial Length Uniform Load: D=0.1750 kttt.Extent=0.0-->>15.0 ft DESIGN SUWARY Maximum Bending Stress Ratio = 0.465: 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.008 in Ratio= 22584 Mu:Applied 14.088 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 Mn'Phi:Allowable 30.271 k-ft Max Downward Total Deflection 0.113 in Ratio= 1593 Load Combination +1.40D+1.60H Max Upward Total Deflection 0.000 in Ratio= 999<240 Location of maximum on span 7.500ft Span#where maximum occurs Span#1 Vertical Reactions Support natation:Far left is#1 - - - Load Combination Support 1 Support 2 Overall MAXimum 2,983 2,983 Overall MINimum 0.300 0.300 +D+H 2.883 2.683 +D+L+H 2.983 2.983 +D+Lr+H 2.683 2.683 +D+S+H 2.683 2.683 +D+0.750Lr+0.750L+H 2.908 2.908 +D+0.750L+0.750S+H 2.908 2.908 +0+0.60W+H 2.683 2.683 + 750 rC+6 5X3 2.683 2.683 +D+ .7 L 50W+H 2.908 2.908 +D+0.750L+0.750S+0.450W+H 2.908 2.908 1 � 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.ProjectCiassic.com PRW i1C Favid@ProjectCiassic.com Ctrinerew Beam Fde=t.WmpbozlWOW)S R- -I*OMRCA-1.Ec6 in t�IERCALC,INc.1983.2Q15,Bu6d�95.3�Ver$.15.3:9 :' Description; 8106 Vertical Reactions Support notation:Far left is#1 Load Combination Support 1 Support 2 +D+0.7 L+ . +H 2.908 2.908 +O.60D+0.60W+0.60H 1.610 1.610 +0.60D+0.70E+0.60H 1.610 1.610 D Only 2.683 2.683 Lr Only L Only 0.300 0.300 S Only W Only E Only H Only Shear Stirrup Requiretnents Entire Beam Span Length:Vu<PhiVd2, Reqd Vs=Not Reqd 11.4.6.1, use stirrups spaced at 0.000 in A!J'tximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max PhiWnx Stress Ratio MAXimum BENDING Envelope •••••• Span^••••• • 1 • 15.000 14.09 30.27 0.47 • +1.40D+1.60H • • • •• Span#•I••; • 1•• 15.000 14.09 30.27 0.47 •••••+120D+0.50LfA.*&+1.60H••••••• • Span#1 • •••1• • 15.000 13.88 30.27 0.46 •••• 240+1.6QLAWS+1.60H •••• Span#i • • 1 • 15.000 13.88 30.27 0.46 •••q*A 20D+1.6dL?A.30L+1.60H 0000 •••••Span#4 ••• •••l••• 15.000 12.64 30.27 0.42 •••••+j.20D+1 jQi.N+ 50W+1.60H••••• • Span#1 ••Joe: 15.000 12.08 30.27 0.40 •• +1200+0.5001.608+1.60H • • • ••••••Span#1••• • • 1 • 15.000 12.64 30.27 0.42 :966 +j.20D+1. %u+0.5�tt�+1.60H • • ••••••Span# •• ; 1••' 15.000 12.08 30.27 0.40 • +320D+0.iv450L+W+1.60H Span#1 ***o 1 15.000 12.64 3027 0.42 +120O+0.500-0.50S+W+1.601-1 Span#1 1 15.000 12.64 30.27 0.42 +1.20D+0.50L+0.20S+E+1.60H Span#1 1 15.000 12.64 30.27 0.42 +0.90D+W+0.90H Span#1 1 15.000 9.06 3027 0.30 +0.90D+E+0.90H Span#1 1 15.000 9.06 30.27 0.30 Overall Mximum Deflections Load Combination Span- Max."-"Dell Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1130 7.650 0.0000 0.000 Detailed Shear information Span Distance d' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi`Vs Phi'Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1400+1.60H+1. 1 0.00 11.75 3.76 3.76 0.00 1.00 8.50 Vu<PhiVc(2 Not Reqd 1 8.5 0.0 0.0 +1.400+1.60H 1 0.03 11.75 3.74 3.74 0.12 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0A 0.0 +1 A0D+1.60H 1 0,07 11.75 3.72 3.72 0.25 1.00 8.50 Vu<PhiVct2 Not Regi 1 8.5 0.0 0.0 +1.400+1.60H 1 0.10 11.75 3.71 3.71 0.37 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0A 0.0 +1 AOD+1.60H 1 0.13 11.75 3.69 3.69 0.50 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.17 11.75 367 3.67 0.62 1.00 8.50 Vu<Ph'Vd2 Not Reqd 1 8.5 0.0 0.0 +1AOD+1.60H 1 020 11.75 3.66 3.66 0.74 1.00 8.50 Vu<Ph1id2 Not Reqd 1 8.5 0.0 0.0 +1 AOD+1.60H 1 0.23 11.75 3.64 3.64 0.86 1.00 8.50 Vu<PhiVc12 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.27 11.75 3.62 3.62 0.98 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.30 11.75 3.61 3.61 1.10 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.33 11.75 3.59 3.59 1.22 1.00 8.50 Vu<PhiVct2 Not Reqd 1 8.5 0.0 0.0 +1.449.fttal #30 1 0.37 11.75 3.57 3.57 1.34 1.00 8.50 Vu<PhiVcl2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.601-1 1 0.40 11.75 3.56 3.56 1.46 1.00 8.50 Vu<PhiVcl2 Not Regd 1 8.5 0.0 0.0 7318 Texas Trail • rr Boca Raton,Florida 33487 _ PH:954 667 7803,FX:561665 5438 rPROJ U, wwwProjectClassic.com Fardd@ProjectClassic.00m FHe�t1EMa�SoxlWort�CgMS't2�1tCBU3Rtt�lUtgV-4Nf=iiCA�1.C� Concrete Beam >�tiGAtt tNG i-2016,& :.15.3.$,Ver`s.15,3.4 Description: B106 Detailed Shear Information Span Distance 'd` Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi`Vs Phl`Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.400+1.60H 1 0.43 11,75 3.54 3.54 1.58 1.00 8.50 Vu<PhiVcf2 Not Remi 1 8.5 0.0 0.0 +1.40D+1.BOH 1 OA7 11.75 3.52 3.52 1.70 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.50 11.75 3.51 3.51 1.82 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.4OD+1.60H 1 0.53 11.75 3.49 3.49 1.93 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 OA 0.0 +1 AOD+1.60H 1 0.57 11.75 3.47 3.47 2.05 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.44D+1.60H 1 0.60 11.75 3.46 3.46 2.16 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 OA +1.40D+1.60H 1 0.63 11.75 3.44 3.44 2.28 1.00 8.50 Vu<PhrVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.67 11.75 3.42 3.42 2.39 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.70 11.75 3.41 3.41 2.51 1.00 8.56 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.73 11.75 3.39 3.39 2.62 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1,400+1.$OH 1 0.77 11.75 3.37 3.37 2.73 1.00 8,50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.80 11.75 3.36 3.36 2.85 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.83 11.75 3.34 3.34 2.96 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 0.87 11.75 3.32 3.32 3.07 1.00 8.50 Vu<PhiVd2 Not Regi 1 110. 0.0 0.0 +1.400+1.6OH 1 0.90 11.75 3.31 3.31 3.18 1.00 8.50 Vu<PhiVd2 Not t eqd 1 • 00.0 0.0 00 +1.40D+1.60H 1 0.93 11.75 3.29 3.29 3.29 0.98 8.48 Vu<PhiVd2 •ftoPRe:d 1 8.2••*0.0 0.0 • +1.400+1.60ff 1 0.97 11.75 3.27 3.27 3.40 0.94 $.43 Vu<PhiVd2 •�P;ojl�sjd 1 •8.4• 0.0 0.0 i +1.400+1.60H 1 1.00 11.75 3.26 3.26 3.51 0.91 8.39 Vu<PhiVct2 �V:R 1 $.4* 0.0 tt•• • +1.400+1.60H 1 1.03 11.75 3.24 3.24 3.61 0.88 8.36 Vu<PhiVd2 �Not Reqd 1 8.4 0.0 a q•••• +1.4OD+1.60H 1 1.07 11.75 3.22 3.22 3.72 0.85 8.32 Vu<PhiVcJ2 • .%tt Read 1 •$3 •OA t.0 +1.40D+1.60H 1 1.10 11.75 3.21 3.21 3.83 0.82 8.29 Vu<PhiVd2 Not Reqd 1 ti�� 0.0 ��:��• +1 AOD+1.60H 1 1.13 11.75 3.19 3.19 3.94 0.79 8.26 Vu<PhUd2 Wt Reqd 1 *t% :0.0 t a••• +1.AOD+1.60H 1 1.17 11.75 3.17 3.17 4.04 0.77 8.23 Vu<PhiVd2 Not Reqd 1 8.2 *0.0 a e:• +1.40D+1.60H 1 1.20 11.75 3.16 3.16 4.15 0.75 8.20 Vu<PhVd2 :�NolRegd 1 8.2� 0.0 0.0 • +1.400+1.60H1 1.23 11.75 3.14 3.14 4.25 0.72 8.18 Vu<PhVd2 Not Reqd 1 a2•i•0.0 ��•••• +1.40D+1.60H 1 1.27 11.75 3.12 3.12 4.36 0.70 8.15 Vu<PhfVd2 • No►Regd 1 8.2 0.0 Z.a•••; +1.40D+1.60H 1 1.30 11.75 3.11 3.11 4A6 0.68 8.13 Vu<PhiVd2 Not Reqd 1 83*�*0.0 b,4 � +140D+1.60H 1 1.33 11.75 3.09 3.09 4.56 0.66 8.11 Vu<PhiVd2 Not Reqd 1 *%.1* 0.0 0.0 +1.40D+1.60H 1 1.37 11.75 3.07 3.07 4.67 0.64 $.09 Vu<PhiVd2 Not Reqd 1 8.1 0.0 0.0 +1.40DO MH 1 1.40 11.75 3.06 3.06 4.77 0.63 8.07 Vu<PhiVd2 Not Recd!1 8.1 0.0 0.0 +1.40D+1.60H 1 1.43 11.75 3.04 3.04 4.87 0.61 8.05 Vu<PhiVd2 Not Reqd 1 $.0 0.0 0.0 +1.400+1.60H 1 1.47 11.75 3.02 3.02 4.97 0.60 8.03 Vu<PhiVd2 Not Recut 1 8.0 0.0 0.0 +1.40D+1.60H 1 1.50 11.75 3.01 3.01 5.07 0.58 8.01 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 +1.400+1.60H 1 1.53 11.75 2.99 2.99 5.17 0.57 7.99 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 +1.40D+1.60H 1 1.57 11.75 2.97 2.97 5.27 0.55 7.98 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 +1.400+1.60H 1 1,60 11.75 2.96 2.96 5.37 0.54 7.96 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 +1 AOD+1.60H 1 1.63 11.75 2.94 2.94 5.47 0.53 7.95 Vu<PhiVd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 1.67 11.75 2.92 2.92 5.57 0.51 7.93 Vu<PhiVd2 Not Recd 1 7.9 0.0 0.0 +1.40D+1.60H 1 1.70 11.75 2.91 2.91 5.66 0.50 7.92 Vu<PhiVd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 1.73 11.75 2.89 2.89 5.76 0.49 7.91 Vu<PhiVd2 Not Reqd 1 7.9 0.0 0.0 +I AAD+1.60H 1 1,77 11.75 2.87 2.87 5.66 0.48 7.90 Vu<PhrVd2 Not Reqd 1 7.9 0.0 0.0 +1 AOD+1.60H 1 1.80 11.75 2.86 2.86 5.95 0.47 7.88 Vu<Ph•Vd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 1.83 11.75 2.84 2.84 6.05 0.46 7,87 Vu<PhVd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 1.87 11.75 2.82 2.82 6.14 0.45 7.86 Vu<PhiVd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1,60H 1 1.90 11.75 2.80 2.80 6.23 0.44 7,85 Vu<PMVd2 Not Reqd 1 7.8 0.0 0.0 +1,40D+1.60H 1 1.93 11.75 2.79 2.79 6.33 0.43 7,84 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1,40D+1.60H 1 1.97 11.75 2.77 2.77 6.42 0.42 7.83 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.40D+1.60H 1 2.00 11,75 2.75 2.75 6.51 0.41 7.82 Vu<PhiVd2 Not Reqd 1 7.8 OA 0.0 +1.40D+1.60H 1 2.03 11.75 2.74 2.74 6.60 0.41 7.81 Vu<PhiVrJ2 Not Reqd 1 7.8 0.0 0.0 +1,40D+1.60H 1 2.07 11.75 2.72 2.72 6.69 0.40 7.80 Vu<Ph1Vd2 Not Reqd 1 7.8 0.0 0.0 +1.40D+1.60H 1 2.10 11.75 2.70 2.70 6.78 0.39 7.79 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.40�DQ+1. H 1 2.13 11.75 2.69 2.69 6.87 0.38 7.78 Vu<PhiVd2 Not Regi 1 7.8 OA 0.0 +1.4o*. Ptal#31 1 2.17 11.75 2.67 2.67 6.96 0.38 7.77 Vu<Phivcl2 Not Reqd 1 7.8 0.0 0.0 +1 AOD+1.60H 1 2.20 11.75 2.65 2.65 7.05 037 7.77 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 7313 Texas Trail Boca Raton,Florida 33487 FPH:954 667 7803,FX:561665 5438 PROJeC U, www.ProjectClassic.com ,.„„„A Farid@ProjectClassic.com COncreter B@alllil Fie :. -1106e sUS -1 1EAIERCA-1:Ef EtdERCALC,ING 19632015 t3uRd 8.1539,Yob.,#.3:A a• Description: B106 Detailed Shear Information Span Distance 'd' Vu (k) Mu d•Vu/Mu Phi`Vc Comment Phi`Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.40D+1.60H 1 2.23 11.15 2.64 2.64 7.14 0.36 7.76 Vu<PhiVc/2 Not Reqd 1 7.8 OA 0.0 +1.40D+1.60H 1 2.27 11.15 2.62 2.62 7.23 0.6 7.75 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 2.30 11.75 2.60 2.60 7.32 0.35 7.74 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 2.33 11.75 2.59 2.59 7.40 0.34 7.73 Vu<Ph'Vci2 Not Reqd 1 7.7 0.0 0.0 +1 AOD+1.60H 1 2.37 11.75 2.57 2.57 7.49 0.34 7.73 Vu<Ph11cf2 Not Reqd 1 7.7 0.0 0.0 +1.4OD+1.60H 1 2.40 11.75 2.55 2.55 7.57 0.33 7.72 Vu<PhiVct2 Not Reqd 1 77 0.0 0.0 +1.40D+1.60H 1 2.43 11.75 2.54 2.54 7.66 0.32 7.71 Vu<Ph'Vc/2 Not Reqd 1 7.7 0.0 0.0 +1.4OD+1.60H 1 2.47 11.75 2.52 2.52 7.74 0.32 7.71 Vu<PhiVcl2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.64H 1 2.50 11.75 2.50 2.50 7.83 0.31 7.70 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 2.53 11.75 2.49 2.49 7.91 0.31 7.69 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 2.57 11.75 2.47 2.47 7.99 0.30 7.69 Vu<PhiVct2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 2.60 11.75 2.45 2.45 8.07 0.30 7.68 Vu<PhtVd2 Not Reqd 1 7.7 O.O 0.0 +1.40D+1.60H 1 2.63 11.75 2.44 2.44 8.16 0.29 7.68 Vu<PhIVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1 MM•• 1 2.67 11.75 2.42 2.42 8.24 0.29 7.67 Vu<PhiVc12 Not Reqd 1 7.7 0.0 0.0 •••••40.40D+1.664•.• ••• 1 2.70 11.75 2.40 2.40 8.32 0.28 7.67 Vu<PhiVct2 Not Reqd 1 7.7 0.0 0.0 •• +1.400+1A14• • •1• 2.73 11.75 2.39 2.39 8.40 0.28 7.66 Vu<PhiVc/2 Not Reqd 1 7.7 0.0 0.0 •i•••41.40D+1.60ti i•• •• •r• 2.77 11.75 2.37 2.37 8.48 0.27 7.66 Vu<PhiVcf2 Not Reqd 1 7.7 0.0 0.0 • t1.40D+1.6014 •••010• 2.60 11.75 2.35 2.35 8.56 0.27 7.65 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 ••••• 1.40D+1.604 •.• • • • 1•• 2.83 11.75 2.34 2.34 8.63 0.27 7.64 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0,0 ••••41.400+1 t"•• •••1• 2.87 11.75 2.32 2.32 8.71 0.26 7.64 Vu<Ph'Vct2 Not Reqd 1 7.6 0.0 0.0 • • 1400+1 H 10 2.90 11.75 2.30 2.30 8.79 0.26 7.64 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 ••••• 41 AOD+1 •• 1•• 2.93 11.75 2.29 2.29 8.86 0.25 7.63 Vu<PhIVd2 Not Reqd 1 7.6 0.0 0.0 • +1.40D+1.60F1 ••••1•• 2.97 11.75 2.27 2.27 8.94 0.25 7.63 Vu<PhiVd2 Not Reqd 1 7.6 O.O 0.0 • • •• 0401 AOD+1.6Wi • i • 1 3.00 11.75 2.25 2.25 9.02 0.24 7.62 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 • 61 AAD+115d1't'••; . 1 • 3.03 11.75 2.24 2.24 9.09 0.24 7.62 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 •••046 .40D+1 • i ••1•• 3.07 11.75 2.22 2.22 9.17 0.24 7.61 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.6OF6 i•• 1 3.10 11.75 2.20 2.20 9.24 0.23 7.61 Vu<PhiVc/2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.13 11.75 2.19 2.19 9.31 0.23 7.60 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.17 11.75 2.17 2.17 9.38 0.23 7.60 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.20 11.75 2.15 2.15 9.46 0.22 7.60 Vu<PhIVc/2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.23 11.75 2.14 2.14 9.53 0.22 7.59 Vu<PhiVcl2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 327 11.75 2.12 2.12 9.60 0.22 7.59 Vu<PhiVc/2 Not Recut 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.30 11.75 2.10 2.10 9.67 0.21 7.58 Vu<PhiVct2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.33 11.75 2.09 2.09 9.74 0.21 7.58 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0,0 +1.440+1.60H 1 3.37 11.75 2.07 2.07 9.81 0.21 7.58 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.400+1.60H 1 3.40 11.75 2.05 2.05 9.88 0.20 7.57 Vu<PhiVcl2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.43 11.15 2.04 2.04 9.95 0.20 7.57 Vu<PhiVcl2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.47 11.75 2.02 2.02 10.01 0.20 7.57 Vu<PhiVd2 Not Reqd 1 7.6 OA 0.0 +1 AOD+1.60H 1 3.50 11.75 2.00 2.00 10.08 0.19 7.56 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1 AOD+1.60H 1 3.53 11.75 1.99 199 10.15 0.19 7.56 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.57 11.75 1.97 1.97 10.21 0.19 7.56 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.60 11.75 1.95 1.95 10.28 0.19 7.55 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 3.63 11.75 1.94 1.94 10.34 0.18 7.55 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 3.67 11.75 1.92 1.92 10.41 0.18 7.55 Vu<Ph'Vc/2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 3.70 11.75 1.90 1.90 10.47 0.18 7.54 Vu<PhiVc12 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 3.73 11.75 1.89 1.89 10.53 0.18 7.54 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 3.77 11.75 1.87 1.87 10.60 0.17 7.54 Vu<PhIVct2 Not Reqd 1 7.5 0.0 0.0 +1 AOD+1.60H 1 3.80 11.75 1.85 1.85 10.66 0.17 7.53 Vu<PhiVd2 Not Reqd 1 7.5 0.6 0.0 +1.40D+1.60H 1 3.83 11.75 1.84 1.84 10.72 0.17 7.53 Vu<PNVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 3.87 11.75 1.82 1.82 10.78 0.17 7.53 Vu<PhiVd2 Not Reqd 1 7.5 4.0 0.0 +1.4OD+1.60H 1 3.90 11.75 1.80 1.80 10.84 0.16 7.53 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0,0 +1.4040+n1. 1 3.93 11.75 1.79 1.79 10.90 0.16 7.52 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1,.V• H tal#32 1 3.97 11.75 1.77 1.77 10.96 0.16 7.52 Vu<PNVd2 Not Reqd 1 7.5 0.0 0.0 +1 AAD+1.60H 1 4.00 1175 1.75 1.75 11.02 0.16 7.52 Vu<PhVd2 Not Reqd 1 7.5 0.0 0.0 7318 Texas Trail Boca Raton,Florida 33487 1 PH:954 667 7803,FX:561665 5438 PROJM Lk. www.ProjectCWsic.com Favid@ProjectClassic.com Concrete Beam ctMl3TR�1 1 �tcA-1.�cs BdER=�M1 2M5.WWAI5.32,VW:8:15" t { i Description: B106 Detailed Shear in€ormabon Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi`Vs Phi°Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.400+1.60H 1 4,03 11.75 1,74 1.74 11.08 0.15 7.52 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.440+1.60H 1 4,07 11.75 1.72 1.72 11,14 0.15 7.51 Vu<PhiVcf2 Not Reqd 1 7.5 0.0 0.0 +1.44D+1.60H 1 4.10 11.75 1.70 1.70 11.19 0.15 7.51 Vu<Ph'Vct2 Not Reqd 1 7.5 0.0 0.0 +1 AOD+1.60H 1 4.13 11.75 1.69 1.69 1125 0.15 7.51 Vu<Ph'Vct2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 4.17 11.75 1.67 1.67 11.30 0.14 7,50 Vu<PhiVrd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 4.20 11.75 1.65 1.65 11.36 0.14 7.50 Vu<PhiVc/2 Not Reqd 1 7.5 0.0 0.0 +1 AOD+1.60H 1 4.23 11.75 1.64 1.64 11.41 0.14 7.50 Vu<PhiVc/2 Not Reqd 1 7.5 0.0 0.0 +1.440+1.60H 1 4.27 11.75 1.62 1.62 11.47 0.14 7.50 Vu<PhiVc/2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 4.30 11.75 1.60 1.60 11.52 0.14 7.50 Vu<PhiVc/2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 4.33 11.75 1.59 1.59 11.58 0.13 7,49 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1,400+1,60H 1 4.37 11.75 1.57 1.57 11.63 0.13 7.49 Vu<PhIVct2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 4.40 11.75 1.55 1.55 11.68 0.13 7.49 Vu<PhIVc/2 Not Reqd 1 7.5 0.0 0.0 +1,400+1.60H 1 4.43 11.75 1.54 1.54 11.73 0.13 7.49 Vu<PhiVct2 Not Reqd 1 7.5 0.0 0.0 +1 A0D+1.60H 1 4.47 11.75 1.52 1.52 11.78 0.13 7.48 Vu<PhiVci2 Not Reqd 1 r 4"' 0.0 0.0 +1,400+1.64H 1 4.50 11.75 1.50 1.50 11.83 0.12 7.48 Vu<PhVcl2 • Not 4qd 1 •;�•.b.O J.2�••• +1.400+1.60H 1 4.53 11.75 1.49 1.49 11.88 0.12 7.48 Vu<PhiVd2 •jVfRe:d 1 7.4..X0.0 0.0 • +1.400+1.60H 1 4.57 11.75 1.47 1.47 11.93 0.12 7.48 Vu<PhiVrd2 •.laid 1 .;.:. 0.0 �.Q••:• +1.400+1.60H 1 4.60 11.75 1.45 1.45 11.98 0.12 7.47 Vu<PhiVct2 •j jt2d 1 7.5• 0.0 g.0 • +1.400+1.60H 1 4.63 11.75 1.44 1.44 12.03 0.12 7.47 Vu<PhiVd2 j+{pWgd 1 j.j.• 0.0 $.a••• +1 AOD+1.60H 1 4.67 11.75 1.42 1.42 12.08 0.12 7.47 Vu<PhiVcd2 •JVLPp d 1 •j.j••00.0 Q•Q••• +1.40D+1.60H 1 4.70 11.75 1.40 1.40 12.12 0.11 7.47 Vu<PhiVct2 •&LPjpSd i .i.j .0.0 2.0 i•• +1.4OD+1.60H 1 4.73 11.75 1.39 1.39 12.17 0.11 7.47 Vu<PhiVrd2 a 41%�e4)d 1 7.5•..•0.0 2.000000 •00•••• +1AOD+1.60H 1 4.77 11.75 1.37 1.37 12.22 0.11 7.46 Vu<PhiVc/2 •OPMesd 1 7S0 0.0 0.0 .• +1AOD+1.60H 1 4.80 11.75 1.35 1.35 1226 0.11 7.46 Vu<PhiVc/2 • NoPRe:d 1 7.5 0.0 0.0 • +1.40D+1.60H 1 4.83 11.75 1.34 1.34 12.31 0.11 7.46 Vu<Ph'Vct2 Not tiegd 1 :0.0• •0.0 00,000••• +1.40D+1.60H 1 4.87 11.75 1.32 1.32 12.35 0.10 7,46 Vu<PhiVc/2 �ot'Re:d 1 7.5 • .0 *,#***: +1.40D+1.60H 1 4.90 11.75 1.30 1.30 12.39 0.10 7.46 Vu<PhiVd2 Not Reqd 1 7.6 0.0 U +1.4000 MI-I •••• 1 4.93 11.75 1.29 1.29 12.44 0.10 7.45 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1,60H 1 4.97 11.75 1.27 1.27 12.48 0.10 7.45 Vu<PhiVc/2 Not Regd 1 7.5 0.0 0.0 +1.400+1.60H 1 5.00 11.75 1.25 1.25 12.52 0.10 7.45 Vu<Ph!Vct2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 5.03 11.75 1.24 1.24 12.56 0.10 7.45 Vu<PhiVc/2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.64H 1 5.07 11.75 1.22 1.22 12.60 0.09 7,45 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1,400+1.60H 1 5.10 11.75 1.20 1.20 12.64 0.09 7.44 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5,13 11.75 1.19 1.19 12.68 0.09 7.44 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5,17 11.75 1.17 1.17 12.72 0.09 7.44 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 520 11.75 1.15 1.15 12.76 0.09 7.44 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.4OD+1.60H 1 5.23 11.75 1.14 1.14 12.80 0.09 7.44 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 5.27 11.75 1.12 1.12 12.84 0.09 7.44 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 5.30 11.75 1.10 1.10 12.88 0.08 7.43 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 5.33 11.75 1.09 1.09 12.91 0.08 7.43 Vu<PhiVct2 Not Reqd 1 7A 0.0 0.0 +1.40D+1.60H 1 5.37 11.75 1.07 1.07 12.95 0.08 7.43 Vu<PhiVc/2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 SAO 11.75 1.05 1.05 12.98 0.08 7.43 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5.43 11.75 1.64 1.04 13.02 0.08 7.43 Vu<Ph'Vr/2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5.47 11.75 1.02 1.02 13.05 0.08 7.43 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.64H 1 5.50 11.75 1.00 1.00 13.09 0.07 7.42 Vu<PhiVcl2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 5.53 11.75 0.99 0.99 13.12 0.07 7,42 Vu<PhIVd2 Not Reqd 1 7.4 0.0 0.0 +IA00+1.601-1 1 5.57 11.75 0.97 0.97 13.15 0.07 7,42 Vu<PhiVd2 Not Regd 1 7.4 0.0 0.0 +1.400+1.60H 1 5.60 11.75 0.95 0.95 13.18 0.07 7.42 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5.63 11.75 0.93 0.93 13.21 0.07 7.42 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5.67 11.75 0.92 0.92 13.25 0.07 7.42 Vu<PhiVct2 Not Regi 1 7.4 0.0 0.0 +1.400+1.60H 1 5.70 11.75 0.90 0.90 13.28 0.47 7.41 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 5.73 11.75 0.88 0.88 13.31 0.07 7.41 Vu<PhiVc12 Not Reqd 1 7.4 0.0 0.0 +1,4 ,Wal #33 1 5.77 11.75 0.87 0.87 13.34 0.06 7A1 Vu<PtuV d2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 5.80 11.75 0.85 0.85 13.36 0.06 7.41 Vu<PhiVd2 Not Regd 1 7.4 0.0 0.0 l 1 7318 Texas Trail FBoca Raton,Florida 33487 j PH:954 667 7803,FX:561665 5438 PRW U, www.ProjectClassic.com w,e„� I.w�• Farid@ProjectClassic.com Fil. . .. e= � 1Ce R RON-1 EN t1.FC6C ?1GnB8ie4ERMC,W..193- 15 Bu :159Y15.38. aREHM Description: 6106 Detailed Shear Intrmabon Span Distance V Vu (k) Mu d'VuJMu Phi"Vc Comment Phi`Vs Phi"Vn Spacing(in) Load Combination Number (ft) (k1) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.40 +1.60H 1 5.83 11.75 0.83 0.83 13.39 0.06 7.41 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 5.87 11.75 0.82 0.82 13.42 0.06 7.41 Vu<PhiVcd2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 5.90 11.75 0.80 0.80 13.45 0.06 7.40 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 5,93 11.75 0.78 0.78 13.47 0.06 7.40 Vu<PhWc12 Not Reqd 1 7.4 0.0 0.0 +1.4OD+1.60H 1 5,97 11.75 0.77 0.77 13.50 0.06 7.40 Vu<Ph'Vcf2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 6.00 11.75 0.75 0.75 13.52 0.05 7.40 Vu<PhiVr12 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 6.03 11.75 0.73 0.73 13.55 0.05 7.40 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1AOD+1.60H 1 6.07 11.75 0.72 0.72 13.57 0.05 7.40 Vu<PhVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 6.10 11.75 0.70 0.70 13.60 0.05 7.40 Vu<PhVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 6.13 11.75 0.68 0.68 13.62 0.05 7,39 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1,6OH 1 6.17 11.75 0.67 0.67 13.64 0.05 7,39 Vu<PMVcJ2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 6.20 11.75 0.65 0.65 13.66 0.05 7.39 Vu<PhiVcJ2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.BOH 1 6.23 11.75 0.63 0.63 13.69 0.05 7.39 Vu<PhiVc(2 Not Reqd 1 7.4 0.0 0.0 +140D+1.66W•• 1 6.27 11.75 0.62 0.62 13.71 0.04 7.39 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 •••••t1.40D+1.60W••• ••• 1; 6.30 11.75 0.60 0.60 13.73 0.04 7.39 Vu<PhiVci2 Not Reqd 1 7.4 0.0 0.0 •. +1.400+IpW• • •f 6.33 11.75 0.58 0.58 13.75 0.04 7.39 Vu<PhiVc(2 Not Reqd 1 7.4 0.0 0.0 .;•••#1.400+1.60W:•• ••:•t• 6.37 11.75 0.57 0.57 13.77 0.04 7.38 Vu<PhiVrd2 Not Reqd 1 7.4 0.0 0.0 #I AAD+1.60W ••••t• 6,40 11.75 0.55 0.55 13.78 0.04 7.38 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 • 1 AAD+1.GDW•• •••t' 6.43 11.75 0.53 0.53 13.80 0.04 7.38 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 ••••*1 AOD+1.60W••• •*0410• 6.47 11.75 0.52 0.52 13.82 0.04 7.38 Vu<PhiVd2 Not Reqd 1 7.4 09 0.0 •••;•61.40D+1*60H••• ••1=• 6,50 11.75 0.50 0.50 13.84 0.04 7.38 Vu<PhiVcl2 Not Reqd 1 7.4 0.0 09 ••••• 41 AOD+IUO •• 1.• 6.53 11.75 0.48 0.48 13.85 0.03 7.38 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 •• +1.40D+1.604j •:•1. 6.57 11.75 0.47 0.47 13.87 0.03 7.38 Vu<PhVd2 Not Reqd 1 7.4 0.0 0.0 •i•••41 AAD+1.6QH • • 1 • 6.60 11.75 0.45 0.45 13.88 0.03 7.37 Vu<PhVd2 Not Reqd 1 7.4 0.0 0.0 • 41 AOD+1 W••; . 1 • 6.63 11.75 0.43 0.43 13.90 0.03 7.37 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 ••••11.400+1�t j• i •010• 6.67 11.75 0.42 0.42 13.91 0.03 7,37 Vu<PMVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60tj:•• 1 6.70 11.75 0.40 0.40 13.93 0.03 7,37 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 6.73 11.75 0.38 0.38 13.94 0.03 7.37 Vu<PMVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 6.77 11,75 0.37 0.37 13.95 0.03 7.37 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1,60H 1 6.80 11.75 0.35 0.35 13.96 0.02 7,37 Vu<PhiVd2 Not Reqd 1 7.4 0.0 OA +1.400+1.60H 1 6.83 11.75 0.33 0.33 13.98 0.02 7.36 Vu<PhiVc(2 Not Reqd 1 7.4 0.0 0.0 +1,40D+1.60H 1 6.87 11.75 0.32 0.32 13.99 092 7.36 Vu<PhiVc/2 Not Regi 1 7.4 0.0 O.O +1,400+1.60H 1 6.90 11.75 0.30 0.30 14.00 0.02 7.36 Vu<PhiVcJ2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 6.93 11.75 0.28 0.28 14.01 0.02 7.36 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 6,97 11.75 0.27 0.27 14.02 0.02 7.36 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H i 7.00 11.75 0.25 0.25 14.02 0.02 7.36 Vu<PhiVc12 Not Reqd 1 7.4 09 0.0 +1.40D+1.60H 1 7.03 11.75 0.23 0.23 14.03 0.02 7.36 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 7.07 11.75 0.22 0.22 14,04 0.02 7.35 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 7.10 11.75 0.20 0.20 14.05 0.01 7.35 Vu<PhiVd2 Not Reqd 1 74 0.0 0.0 +1 AOD+1.60H 1 7.13 11.75 0.18 0.18 14.05 0.01 7.35 Vu<PhiVd2 Not Reqd 1 74 0.0 0.0 +1 AAD+1.60H 1 7.17 11.75 0.17 0.17 14.06 0.01 7.35 Vu<PhVd2 Not Reqd 1 7A 0.0 0.0 +1.40D+1.60H 1 7.20 11.75 0.15 0.15 14.06 0.01 7.35 Vu<PhiVd2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7,23 11.75 0.13 0.13 14.07 0.01 7.35 Vu<PhiVct2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7,27 11.75 0.12 0.12 14.07 0.01 7.35 Vu<PhiVct2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.30 11.75 0.10 0.10 1498 0.01 7,34 Vu<PhiVcJ2 Not Reqd 1 7.3 0.0 0.0 +1,400+1.60H 1 7.33 11.75 0.08 0.08 14.08 0.01 7,34 Vu<PhiVcJ2 Not Reqd 1 7.3 0.0 0.0 +1 AAD+1.60H 1 T.37 11.75 0.07 0.07 14.08 0.00 7.34 Vu<PhiVcJ2 Not Reqd 1 7.3 0.0 0.0 +1.400+1,60H 1 7.40 11.75 0.05 0.05 14.08 0.00 7.34 Vu<PhiVci2 Not Reqd 1 7.3 0.0 0.0 +1,400+1.60H 1 7.43 11.75 0.03 0.03 1499 0.00 7.34 Vu<PhiVd2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.47 11.75 0.02 0.02 14.09 0.00 7.34 Vu<PhiVd2 Not Reqd 1 7.3 0.0 0.0 +120D+1.60L+0.50S+1.60H 1 7.50 11.75 -0.00 0.00 13.88 0.00 7.34 Vu<PhiVd2 Not Reqd 1 7.3 0.0 0.0 +1.409+1.60H 1 7,53 11.75 -0.02 0.02 14.09 0.00 7.34 Vu<PhiVd2 Not Reqd 1 7.3 09 0.0 +1.44R.Total#3' 1 7.57 11.75 -0.03 0.03 14.09 0.00 7.34 Vu<PhVc(2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.60 11.75 -1.05 0.05 14.08 0.2 1 7.34 Vu<PhiVd2 Not Reqd 1 7.3 09 0.0 _ 7318 Texas Trail ,la ' Boca Raton,Florida 33487 _ PH:954 667 7803,FX:561665 5438 www.ProjectClassic.com Farid@ProjectClassic.wm concrete am Re=fOropboAWodW4XSTf�-IV%w 4MRWAJO+-1se cn-1 cs EN6ROAl C,YNC.12015, 1�15 39;Y .1539 Description: B106 Detailed Shear Information Span Distance V Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi`Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reld Suggest +1AOD+1MH 1 7.63 11.75 -0.07 0.07 14.08 0.00 7.34 Vu<PhiVc/2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.67 11.75 -0.08 0.08 14,08 0.01 7.34 Vu<PhiVd2 Not Read 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.70 11.75 -0.10 0.10 14,08 0.01 7.34 Vu<PhiVcJ2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.73 11.75 -0.12 0.12 14,07 0,01 7.35 Vu<PhiVd2 Not Reqd 1 7.3 0.0 0.0 +1.40D+1.60H 1 7.77 11.75 -0.13 0.13 14.07 0.01 7.35 Vu<PhiVcd2 Not Reqd 1 7.3 0.0 0.0 +1 AOD+1.60H 1 7.80 11.75 -0.15 0.15 14.06 0.01 7.35 Vu<PhiVct2 Not Reqd 1 73 0.0 0.0 +1.40D+1.60H 1 7.83 11.75 -0.17 0.17 14.06 0.01 7.35 Vu<PhiVe12 Not Reqd 1 7.4 0.0 0,0 +1.40D+1.60H 1 7.87 11.75 -0.18 0.18 14.05 0.01 7.35 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 7.90 11.75 -0.20 0.20 14.05 0.01 7.35 Vu<PhIVct2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 7.93 11.75 -0.22 0.22 14.04 0.02 7.35 Vu<PhiVcd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 7.97 11.75 -0.23 0.23 14.03 0.02 7,36 Vu<PhiVd2 Not Real 1 7.4 0.0 0.0 +1.40D+1.60H 1 8.00 11.75 -0.25 0.25 14.02 0.02 736 Vu<PhVd2 Not Reqd 1 7.4 0.0 0.0 +1.400+1,60H 1 8.03 11.75 -0.27 0.27 14.02 0.02 7.36 Vu<PhiVd2 Nat Reqd 1 7.4 0.0 0.0 +1,400+1,60H 1 8.07 11.75 -0.28 0.28 14.01 0.02 7.36 Vu<PhlVci2 Not Reqd 1 Ji,• 0.0 0.0 +1.400+1,60H 1 8.10 11.75 -0.30 0.30 14.00 0.02 7.36 Vu<PhiVc12 • Not gegd 1 •J•4.0.O.0 4••0 0 +1.400+1.60H 1 8.13 11,75 -0.32 0.32 13.99 0.02 7.36 Vu<PhiVci2 ••Wim;R*d 1 704...0.0 0.0 •• +1.40D+1.60H 1 8.17 11.75 -0.33 0.33 13.98 0.02 7.36 Vu<PhiVd2 d 1 0.0 060. • +1.400+1.60H 1 8,20 11.75 -0.35 0.35 13.96 0.02 7.37 Vu<PhiVcl2 0•Wj U%qd 1 7.40 0.0 00.0 • +1.400+1.601-1 1 8.23 11.75 -0.37 0.37 13.95 0.03 7.37 Vu<PhiVc12 •h aegd 1 070400 0.0 V009: +1.4OD+1.60H 1 8.27 11,75 -0.38 0.38 13.94 0.03 7.37 Vu<PhiVcl2 60 t"Wfd 1 •07040 000.0 ;i i•• +1,40D+1.60H 1 8.30 11.75 -0.40 0.40 13.93 0.03 7.37 Vu<PhiVr/2 W hqd 1 ..764 0.0 He • +1.440+1.60H 1 8.33 11.75 -0.42 0.42 13.91 0.03 7.37 Vu<Ph Vr12 ••lOc�tgd 1 7.4-.:0.0 ::•0• +1.40D+1.60H 1 8.37 11.75 -0.43 0.43 13.90 0.03 7.37 Vu<PhiVc12 0 0 tit g%qd 1 7.� 0.0 0.0 • +1.40D+1.60H 1 8.40 11.75 -OAS 0.45 13.88 0.03 7.37 Vu<PhiVc12 � Ndt Rtgd 1 0 7.4 0 0.0 •0,0 0 i• +1.400+1.6pH 1 8,43 11,75 -0.47 0.47 13.87 0.03 7.38 Vu<PhiVc/2 Not�tegd 1 ••7010••0.0 0.0 +1.40D+1.60H 1 8.47 11.75 -0.48 0.48 13.85 0.03 7.38 Vu<PhiVct2 •0 Vklt R:qd 1 • 7.4 ••0.0 �0 0 +1.40D+1.60H 1 8.50 11.75 -0.50 0.50 13.84 0.04 7.38 Vu<PhiVcl2 Not Reqd 1 704 0.0 0.0 •••• +1.40D+1.60H 9 8.53 11.75 -0.52 0.52 13.82 0.04 7,38 Vu<PhiVd2 Not Recd 1 7.4 0.0 0.4 +1.40D+1.60H 1 8.57 11.75 -0.53 0.53 13.80 0.04 7.38 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1,40D+1.60H 1 8.60 11.75 -0.55 0.55 13.78 0.04 7,38 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 8.63 11.75 -0.57 0.57 13.77 0.04 7.38 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1,400+1.60H 1 8.67 11.75 -0.58 0.58 13.75 0.04 7.39 Vu<PhiVc(2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 8.70 11.75 -0.60 0.60 13.73 0.04 7.39 Vu<PhiVct2 Not Reqd 1 7.4 0.0 0.0 +1,40D+1.60H 1 8.73 11.75 -0.62 0.62 13.71 0.04 7.39 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 8.77 11.75 -0.63 0.63 13.69 0.05 7.39 Vu<PhlVc12 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 8.80 11.75 -0.65 0.65 13.66 0.05 7.39 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.6OH 1 8.83 11.75 -0.67 0.67 13.64 0.05 7.39 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 8.87 11.75 -0.68 0.68 13.62 0.05 7.39 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 8.90 11.75 -0.70 0.70 13.60 0.05 7.40 Vu<Ph'Vc12 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 8.93 11.75 -0.72 0.72 13.57 0.05 7.40 Vu<PhiVc12 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 8,97 11.75 -0.73 0.73 13.55 0.05 7,40 Vu<PhiVcl2 Not Reqd 1 7.4 0.0 0.0 +1 AOD+1.60H 1 9.00 11.75 -0.75 0.75 13.52 0.05 7.40 Vu<PhiVc/2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9.03 11.75 -0.77 0.77 13.50 0.06 7.40 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9.07 11.75 -0.78 0.78 13.47 0.06 7,40 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1,40D+1,60H 1 9.10 11.75 -0.80 0.80 13.45 0.06 7,40 Vu<PhiVc(2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 913 11.75 -0.82 0.82 13.42 0.06 7,41 Vu<PhiVcl2 Not Reqd 1 7.4 0.0 0,0 +1,40D+1.60H 1 9.17 11.75 -0.83 0.83 13.39 0.06 7.41 Vu<PhiVcl2 Not Regd 1 7.4 0.0 0.0 +1,4OD+1.60H 1 9.20 11.75 -0.85 0.85 13.36 0.06 7.41 Vu<PhlVcl2 Not Regi 1 7.4 0.0 0.0 +1.400+1.60H 1 9.23 11.75 -0.87 0.87 13.34 0.06 7.41 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1,4OD+1.60H 1 9.27 11.75 -0.88 0.88 13.31 0.07 7.41 Vu<PhVct2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9.30 11.75 -0.90 0.90 13.28 0.07 7.41 Vu<PhiVcl2 Not Reqd 1 7.4 0.0 0.0 +1.44D+1. H 1 9,33 11.75 -0.92 0.92 13.25 0.07 7.42 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1A . ptal#35 1 9.37 11,75 -0.93 0.93 13.21 0.07 7.42 Vu<PhiVcd2 Not Roo 1 7.4 0.0 0.0 +1.4OD+1.60H 1 9.40 11.75 -0.95 0.95 13.18 0.07 7.42 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 t f 7318 Texas Trail Soca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 PROJ LLC www.Projectclass'c.com �-aA, r„ Farid@ProjectClassic.com Concrete amME Fie=tt dw«kicoxstR�, , +t�1 . E]dERCAt,G.1NG.'il�32tt15.au80�.,5.39,Verb.15.3.9 e e t• Description: B106 Detailed Shear Information Span Distance V Vu (k) Mu d°Vu/lu Phi`Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Reqd Suggest +1.400+1.60H 1 9.43 11.75 -0.97 0.97 13.15 0.07 7.42 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1,400+1,60H 1 9.47 11,75 -0.99 0.99 13.12 0.07 7.42 Vu<PNW2 Not Reqd 1 7.4 0.0 0.0 +1.400+1.60H 1 9,50 11.75 -1.00 1.00 13.09 0.07 7.42 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9,53 11.75 -1.02 1.02 13,05 0.08 7.43 Vu<PhiVc12 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9,57 11.75 -1.04 1.04 13.02 0.08 7.43 Vu<PhiVd2 Not Reqd 1 74 0.0 O.0 +1.40D+1.60H 1 9.60 11.75 -1.05 1.05 12.98 0.08 7.43 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9.63 11.75 -1.07 1.07 12.95 0.08 7.43 Vu<PhiVc12 Not Reqd 1 7.4 0.0 0,0 +1.40D+1.60H 1 9.67 11.75 -1.09 1.09 12.91 0.08 7.43 Vu<PhVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9.70 11.75 -1.10 1.10 12.88 0.08 7.43 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 +1.40D+1.60H 1 9.73 11.75 -1.12 1.12 12.84 0.09 7.44 Vu<PhVcl2 Not Reqd 1 7.4 0.0 0,0 +1.40D+1.60H 1 9.77 11.75 -1.14 1.14 12.80 0.09 7,44 Vu<PhiVc(2 Not Reqd 1 7.4 0.0 0,0 +1,40D+1,60H 1 9.80 11.75 -1.15 1.15 12.76 0.09 7,44 Vu<PhiVc/2 Not Reqd 1 7.4 0.0 O.0 +1.400+1.60H 1 9.83 11.75 -1.17 1.17 12.72 0.09 7.44 Vu<PhiVcl2 Not Regi 1 7.4 0.0 0.0 +1,40D+1.6&%•• 1 9.87 11.75 -1.19 1.19 12.68 0.09 7.44 Vu<PhiVd2 Not Reqd 1 7.4 0.0 0.0 • •••••,,1.40DO U6•• 1 9.90 11.75 -1.20 1.20 12.64 0.09 7.44 Vu<PhiVc/2 Not Reqd 1 7.4 0.0 0.0 '. +1.40D+1 "• • 010 9.93 11.75 -1.22 1.22 12.60 0.09 7.45 Vu<Ph!Vc12 Not Reqd 1 7.4 0.0 0.0 •i•••�.40D+1.6OF6 i•• •• -1•• 9.97 11.75 1.24 1.24 12.56 0,10 7.45 Vu<PhiVG2 Not Reqd 1 7.4 0.0 OD • V AVD+1.60H. 004"0 10.00 11.75 -1.25 1.25 12.52 0.10 7.45 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 • *•++1.400+1.6"•• •••t•0 10.03 11.75 -1.27 1.27 12.48 0,10 7.45 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 ••••+J.40D+1.%-6•• •••t• 10.07 11.75 -1.29 1.29 12.44 0.10 7.45 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 '•• •+J.40D+1•GOH ••• 0004100 10.10 11,75 -1.30 1.30 12.39 0.10 7.46 Vu<PhVc12 Not Reqd 1 1.5 0.0 0.0 •••• 0+4 AOD+1.j i' '••11-- 10.13 11.75 -1.32 1.32 12.35 0.10 7.46 Vu<PhVrl2 Not Reqd 1 7.5 0.0 0.0 •• +1.400+1.60ti• :-:0-: • 10.17 11.75 -1.34 1.34 12.31 0.11 7.46 Vu<PhVd2 Not Reqd 1 7.5 0.0 0.0 •i••i,A0D+1.6V • i 1 10.20 11.75 -1.35 1.35 12.26 0.11 7.46 Vu<PhVc(2 Not Reqd 1 7.5 0.0 0.0 +I,40D+1.QUH"'; • 1 • 10.23 11.75 -1.37 1.37 12.22 0.11 7.46 Vu<Ph'Vr/2 Not Reqd 1 7.5 0.0 0.0 •••'+=.400+1%O •• i 4• 10.27 11.75 -1.39 1.39 12.17 0.11 7.47 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H•:•• 1 10.30 11.75 -1.40 1.40 12.12 0.11 7.47 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1,400+1.60H 1 10.33 11.75 -1.42 1.42 12.08 0.12 7.47 Vu<PhVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.37 11.75 -1.44 1.44 12.03 0.12 7,47 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 10.40 11,75 -1.45 1.45 11.98 0.12 7,47 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1,400+1.60H 1 10.43 11.75 -1.47 1.47 11.93 0.12 7.48 Vu<PhiVd2 Not Reqd 1 7,5 0.0 0.0 +1.400+1.60H 1 10.47 11.75 -1.49 1.49 11.88 0.12 7.48 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.50 11.75 -1.50 1.50 11.83 0.12 7.48 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1,40D+1.60H 1 10.53 11.75 -1.52 1.52 11.78 0.13 7.48 Vu<PhVcf2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 10.57 11.75 -1.54 1.54 11.73 0.13 7.49 Vu<PhiVG2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 10.60 11.75 -1.55 1.55 11.68 0.13 7.49 Vu<PhiVc/2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.63 11.75 -1.57 1.57 11.63 0.13 7.49 Vu<PhVc(2 Not Reqd 1 7.5 0.0 0.0 +1.4OD+1.60H 1 10.67 11.75 -1.59 1.59 11.58 0.13 7.49 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.70 11.75 -1.60 1.60 11.52 0.14 7.50 Vu<PhiVd2 Not Reqd 1 7.5 0.0 OA +1.40D+1.60H 1 10.73 11.75 -1.62 1.62 11.47 0.14 7.50 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.77 11.75 -1.64 1.64 11.41 0.14 7.50 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.80 11.75 -1.65 1.65 11.36 0.14 7,50 Vu<PhVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.83 11.75 -1.67 1.67 11.30 0.14 7.50 Vu<PhiVc12 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.87 11.75 -1.69 1.69 11.25 0.15 7,51 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 10.90 11.75 -1.70 1.70 11.19 0.15 7,51 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1,40D+1.60H 1 10.93 11.75 -1.72 1.72 11.14 0.15 7,51 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.400+1,60H 1 10.97 11.75 -1.74 1.74 11.08 0.15 7.52 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 11.00 11.75 -1.75 1.75 11.02 0.16 7.52 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1400+1,6QH 1 11.03 11.75 -1.77 1.77 10.96 0.16 7.52 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 11.07 11.75 -1.79 1.79 10.90 0.16 7.52 Vu<PhiVd2 Not Reqd 1 7.5 OA 0.0 +1.40D+1.60H 1 11.10 11.75 -1.80 1.80 10.84 0.16 7.53 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.4�0A0Q+1. H 1 11.13 11.75 -1.82 1.82 10.78 0.17 7.53 Vu<PhiVc/2 Not Reqd 1 7.5 0.0 0.0 +1•q . gtal#36 1 11.17 11.75 -1.84 1.84 10.72 0.17 7.53 Vu<PhVGf2 Not Reqd 1 7.5 0.0 0.0 +1.40D+1.60H 1 11.20 11.75 -1.85 1.85 10.66 0.17 7.53 Vu<PhVrl2 Not Reqd 1 7.5 0.0 0.0 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.ProjectC[assic.com Fadd@ProjectCtmic.com Ci®f1Ct'@t@. #@8l7Ei �t'fct workCMTR-IICWtWRMLRON-14ec1ENt:Rcn-1.ECO bi riEREP4 .INC.1983-2015,Buld:.15.32.Verb.15.3.8 Description: B106 Details Shear Itformaton Span Distance 'd' Vu (k) Mu d°Vu/MU Phl`Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1AODt1.60H 1 11.23 11.75 -1.87 1.87 10.60 0.17 7.54 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 11.27 11.75 -1.89 1.89 10,53 0,18 7.54 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1.400+1.60H 1 11.30 11.75 -1.90 1.90 10.47 0.18 7.54 Vu<PhiVd2 Not Reqd 1 7.5 0.0 OA +1.40D+1.60H 1 11.33 11.75 -1.92 1.92 10,41 0.18 7.55 Vu<PhiVd2 Not Reqd 1 7.5 0.0 0.0 +1 AOD+1.60H 1 11.37 11.75 -1.94 1.94 10.34 0.18 7.55 Vu<PhiVd2 Not Reqd 1 7.5 0.0 OA +1.40D+1.60H 1 11.40 11.75 -1.95 1.95 10.28 0.19 7.55 Vu<PhiVd2 Not Reqd 1 7,6 0.0 0.0 +1.40D+1.60H 1 11.43 11.75 -1.97 1.97 10.21 0.19 7.56 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1 A0D+1.60H 1 11.47 11.75 -1.99 1.99 10.15 0.19 7.56 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 11.50 11.75 -2.00 2.00 10.08 0.19 7.56 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1 60H 1 11.53 11.75 -2.02 2.02 10.01 0.20 7,57 Vu<PMVd2 Not Reqd 1 7.6 O.O 0,0 +1.400+1.60H 1 11.57 11.75 -2.04 2.04 9.95 0.20 7.57 Vu<PhIVct2 Not Reqd 1 7.6 0.0 0.0 +1.400+1.60H 1 11.60 11.75 -2.05 2.05 9.88 0.20 7.57 Vu<PhiVcQ Not Reqd 1 7.6 0.0 0.0 +1.400+1.60H 1 11.63 11.75 -2.07 2.07 9.81 0.21 7.58 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1.400+1.60H 1 11.67 11.75 -2.09 2.09 9.74 0.21 7.58 Vu<PhiVct2 Nat Reqd 1 166.. 0.0 0.0 +1.400+1.60H 1 11.70 11.75 -2.10 2.10 9.67 0.21 7.58 Vu<PhiVd2 .Not Ry1gd 1 04%•00.0 1104•••• +1.400+1.60H 1 11.73 11.75 -2.12 2.12 9.60 0.22 7.59 Vu<PhVd2 0 44tIRe4d 1 7.rb•0 40.0 0.0 •• +1.400+1.60H 1 11.77 11.75 -2.14 2.14 9.53 0.22 7.59 Vu<PMVd2 0"tl*gd 1 0706• 0.0 +1 AOD+1.60H 1 11.80 11.75 -2.15 2.15 9.46 0.22 7.60 Vu<PhiVd2 •&:7#qO 1 7.6 0 0.0 Q0 • +1.400+1.60H 1 11.83 11.75 -2.17 2.17 9.38 0,23 7.60 Vu<PhiVd2 "Qt jqd 1 7.F4 0. 0,0 Pogo: +1.40D+1.60H 1 11.87 11.75 -2.19 2.19 9.31 0.23 7.60 Vu<PhiVd2 •jW"&d 1 04F4••10.0 Qtj••• +1.400+1.60H 1 11.90 11.75 -2.20 2.20 9.24 0.23 7.61 Vu<PhiVd2 •jVjWjd 1 04011 .P.0 ��i••• +1.AOD+1.60H 1 11.93 11.75 -2.22 2.22 9.17 0.24 7.61 Vu<PhiVd2 •JAW&d 1 7.6 00 V.O � *000 +1AOD+1.60H 1 11.97 11.75 -2.24 2.24 9.09 0.24 7.62 Vu<PhiVd2 0&tf gd 1 T6. 0.0 0.0 •• +1,40D+1.60H 1 12.00 11.75 -2.25 2.25 9.02 0.24 7.62 Vu<PhiVd2 NoNeQd 1 •7.6 0 0.0 J.j 00 i• +1.40D+1.60H 1 12.03 11.75 -2.27 2.27 8.94 0.25 7.63 Vu<PhtVd2 • Not 4qd 1 ;td••-0.0 2,0 0 +1.40D+1.6OH 1 12.07 11.75 -2.29 2.29 8.86 0.25 7.63 Vu<PMVd2 •,( ?Re:d 1 7.t••00.0 Q,t3••• +1.40D+1 60H 1 12.10 11.75 -2.30 2.30 8.79 0.26 7.64 Vu<PMVd2 Not Reqd 1 0;I0 0.0 0.0 +1.40D+1.60H 1 12.13 11.75 -2.32 2.32 8.71 0.26 7.64 Vu<PMVd2 Not Reqd 1 7.6 0.0 0.0 +1.40D+1.60H 1 12.17 11.75 -2.34 2.34 8.63 0.27 7.64 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1,400+1.60H 1 12.20 11.75 -2.35 2.35 8.56 0.27 7.65 Vu<PhiVd2 Not Reqd 1 7.6 0.0 0.0 +1,400+1.60H 1 12.23 11.75 -2.37 2.37 8.48 0.27 7.66 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.400+1.60H 1 12.27 11.75 -2.39 2.39 8.40 0.28 7.66 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1 AOD+1.60H 1 12.30 11.75 -2.40 2.40 8.32 0.28 7.67 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.400+1.60H 1 12.33 11.75 -2.42 2.42 8.24 0.29 7.67 Vu<PMVd2 Not Rent 1 7.7 0.0 OA +1 AOD+1.60H 1 12.37 11.75 -2.44 2.44 8.16 0.29 7.68 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.400+1.601-1 1 12.40 11.75 -2.45 2.45 8.07 0.30 7.68 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.4OD+1.60H 1 12.43 11.75 -2.47 2.47 7.99 0.30 7.69 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1 AOD+1.60H 1 12.47 11.75 -2.49 2.49 7.91 0,31 7.69 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.400+1.60H 1 12.50 11.75 -2.50 2.50 7.83 0.31 7.70 Vu<PhiVd2 Not Reqd 1 7.7 0.0 OA +1 AOD+1.60ti 1 12.53 11.75 -2.52 2.52 7.74 0.32 7.71 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 12.57 11.75 -2.54 2.54 7.66 0.32 7.71 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1 AOD+1.60H 1 12.60 11.75 -2.55 2.55 7.57 0.33 7.72 Vu<PMVd2 Not Reqd 1 7.7 0,0 0.0 +1.40D+1.60H 1 12.63 11.75 -2.57 2.57 7.49 0.34 7,73 Vu<PhiVd2 Not Reqd 1 7.7 0.0 0.0 +1.40D+1.60H 1 12.67 11.75 -2.59 2.59 7.40 0.34 7,73 Vu<PMVd2 Not Reqd 1 7.7 O.O 0.0 +1.4OD+1,601-1 1 12.70 11.75 -2.60 2.60 7.32 0.35 7,74 Vu<PhlVd2 Not Reqd 1 7.7 0.0 0.0 +1,400+1.60H 1 12.73 11.75 -2.62 2.62 7.23 0.36 7.75 Vu<PhiVct2 Not Reqd 1 7.7 0.0 0.0 +1.400+1.60H 1 12.77 11.75 -2.64 2.64 7.14 0.36 7,76 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1,400+1.60H 1 12.80 11.75 -2.65 2.65 7.05 0.37 7.77 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.400+1.60H 1 12.83 11.75 -2.67 2.67 6.96 0.38 7.77 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.400+1.60H 1 12.87 11.75 -2.69 2.69 6.87 0.38 7.78 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.400+1.60H 1 12.90 11.75 -2.70 2.70 6.78 0.39 7.79 Vu<PhIVd2 Not Reqd 1 7.8 0.0 0.0 +1.40�0Q+1.760�H 1 12.93 11.75 -2.72 2.72 6.69 0.40 7.80 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.400 ,969tal#37 1 12.97 11.75 -2.74 2.74 6.60 0.41 7.81 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1 AOD+1.60H 1 13.00 11.75 -2.75 2.75 6.51 0.41 7.82 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 f 1 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 ), ww w,Proodctassic.com a�}Pr',ectCIassic.oDrn Ct3 fie= h+cr tx WotklCf NSTR-1106e WSRW LRON-lWctENERCA-1 Eta i►�@#3: It{� ENERCALC.M 1983.201$,BAS.15.3R,Vo.15:3$ Description: B106 Detailed Shear information Span Distance d' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi`Vs Phi`Vn Spacing(in) Load Combination Number (it) (k1) Actual Design (k-8) (k) (k) (k) Req'd Suggest +1.40 +1.60H 1 13.03 11.75 -2.77 2.77 6.42 0.42 7.83 Vu<PhiVr12 Not Reqd 1 7.8 0.0 0.0 +1.400+1.60H 1 13.07 11.75 -2.79 2.79 6.33 0.43 7.84 Vu<PhiVcf2 Not Reqd 1 7.8 0.0 0.0 +1.400+1.60H 1 13.10 11.75 -2.80 2.80 6.23 0.44 7.85 Vu<PhiVd2 Not Reqd 1 7.8 0.0 0.0 +1.400+1.60H 1 13.13 11.75 -2.82 2.82 6.14 0.45 7.86 Vu<PhiVcJ2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.17 11.75 -2.84 2.84 6.05 0.46 7.87 Vu<PhiVd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.20 11.75 -2.86 2.86 5.95 0.47 7.88 Vu<PhiVc/2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.23 11,75 -2.87 2.87 5.86 0.48 7.90 Vu<PhiVct2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.27 11.75 -2.89 2.89 5.76 0.49 7.91 Vu<PhiVc/2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.30 11.75 -2.91 2.91 5.66 0.50 7.92 Vu<F%Vct2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.33 11.75 -2.92 2.92 5.57 0.51 7.93 Vu<PhiVc/2 Not Reqd 1 7.9 0.0 0.0 +1.400+1.60H 1 13.37 11.75 -2.94 2.94 5.47 0.53 7.95 Vu<PhiVd2 Not Reqd 1 7.9 0.0 0.0 +1.40D+1.60H 1 13.40 11.75 -2.96 2.96 5.37 0.54 7.96 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 +1.40D+1.60H 1 13.43 11.75 -2.97 2.97 5.27 0.55 7.98 Vu<PhiVo/2 Not Recd!1 8.0 0.0 0.0 +1.40D+1,WM•• 1 13.47 11.75 -2.99 2.99 5.17 0.57 7.99 Vu<PhiVc/2 Not Reqd 1 8.0 0.0 0.0 • •••«•1.400+1.90►I•• �' 1; 13.50 11.75 -3.01 3.01 5.07 0.58 8.01 Vu<PhiVcf2 Not Reqd 1 8.0 0.0 0.0 • +1,40(}+1.g00i: • • 13.53 11.75 -3.02 3.02 4.97 0.60 8.03 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 ••••0*1.40D+1.6000•• 13.57 11.75 -3.04 3.04 4.87 0.61 8.05 Vu<PhiVd2 Not Reqd 1 8.0 0.0 0.0 • 01.400+1.6000 ••••t• 13.60 11.75 -3.00 3.06 4.77 0.63 8.07 Vu<PhiVd2 Not Reqd 1 8.1 0.0 0.0 • #1.400+*.60W•• "'t 13.63 11.75 -3.07 3.07 4.67 0.64 8.09 Vu<PhiVd2 Not Reqd 1 8.1 0.0 0.0 ••••#1.40D+1.64W•• •••T 13.67 11.75 -3.09 3.09 4.56 0,66 8.11 Vu<PhiVd2 Not Reqd 1 8.1 0.0 0.0 ••:•t1.40D+'f•60H••• •••• • 13.70 11.75 -3.11 3.11 4.46 0.68 8.13 Vu<PhiVd2 Not Red 1 8.1 0.0 0.0 •••••t1.40D+1i66H •• t• 13.73 11.75 -312 312 4.36 0.70 8.15 Vu<Ph'VcJ2 Not Reqd 1 8.2 0.0 0.0 • +1.44D+1.606 •••• • < • • f• 13.77 11.75 -3.14 3.14 4.25 0.72 8.18 Vu PhiVd2 Not Reqd 1 82 0.0 0.0 •i•••t 1.40D+1.6DH • • 1 • 13.80 11.75 -3.16 3.16 4.15 0.75 8.20 Vu<PhiVd2 Not Reqd 1 8.2 0.0 0.0 *1.40DAM : • 1 • 13,83 11.75 -3.17 3.17 4.04 0.77 8.23 Vu<PhiVct2 Not Reqd 1 8.2 0.0 0.0 "":1.40D-I"li• •t 13.87 11.75 -3.19 3.19 3.94 0.79 8.26 Vu<PhlVcl2 Not Reqd 1 8.3 0.0 0.0 +1.40D+1.601i •• 1 13.90 11.75 -3.21 3.21 3.83 0.82 8.29 Vu<PhlVcI2 Not Reqd 1 8.3 0.0 0.0 +1,40D+1.601-1 1 13.93 11.75 -3.22 3.22 3.72 0.85 8.32 Vu<PhiVc12 Not Reqd 1 8.3 0.0 0.0 +1.400+1,60H 1 13.97 11.75 -3.24 3.24 3.61 0.88 8.36 Vu<PhVc/2 Not Reqd 1 8.4 0.0 0.0 +1,400+1.60H 1 14.00 11.75 -3.26 3.26 3.51 0.91 8.39 Vu<PhiVc/2 Not Reqd l 8.4 0.0 0.0 +1.400+1.60H 1 14.03 11.75 -3.27 3.27 3.40 0.94 8.43 Vu<PhiVc/2 Not Reqd 1 8.4 0.0 0.0 +1.400+1.60H 1 14.07 11.75 -3.29 3.29 3.29 0.98 8.48 Vu<PhiVc/2 Not Real 1 8.5 0.0 0.0 +1.400+1.60H 1 14.10 11.75 -3.31 3.31 3.18 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.400+1.60H 1 14.13 11.75 -3.32 3.32 3.07 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.400+1.60H 1 14.17 11.75 -3.34 3.34 2.96 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.400+1.60H 1 14.20 11.75 -3.36 3.36 2.85 1.00 8.50 Vu<PhiVcf2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 14.23 11.75 -3.37 3.37 2.73 1.00 8.50 Vu<PhiVcf2 Not Reqd 1 8.5 0.0 0.0 +1.44D+1.60H 1 14.27 11.75 -3.39 3.39 2.62 1.00 8.50 Vu<PhVd2 Not Reqd 1 8.5 OA 0.0 +1.40D+1.60H 1 14.30 11.75 -3.41 3.41 2.51 1.00 8.50 Vu<PhiVd2 Not Reqd 1 85 0.0 0.0 +1,40D+1.60H 1 14.33 11.75 -3.42 3.42 2.39 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 14.37 11.75 -3.44 3.44 2.28 1.00 8.50 Vu<PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1,40D+1.60H 1 14.40 11.75 -3.46 3.46 2.16 1.00 8.50 Vu<PhVc/2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 14.43 11.75 -3.47 3.47 2.05 1,00 8.50 Vu<PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 14.47 11.75 -3.49 3.49 1.93 1.00 8.50 Vu<PhVc/2 Not Reqd 1 8.5 0.0 0.0 +1.400+1.60H 1 14.50 11.75 -3.51 3.51 1.82 1.00 8.50 Vu<PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.400+1.60H 1 14.53 11.75 -3.52 3.52 1.70 1.00 8.50 Vu<PhiVc(2 Not Reqd 1 8.5 0.0 0.0 +1.401)+I MI-I 1 14.57 11.75 -3.54 3.54 1.58 1.00 8.50 Vu<PhiVc/2 Not Reqd l 8.5 0.0 0.0 +1,400+1.60H 1 14.60 11.75 -3.56 3.56 1.46 1.00 6.50 Vu<PhiVc/2 Not Reqd 1 8.5 0.0 0.0 +1.40D+1.60H 1 14.63 11.75 -3.57 3.57 1.34 1.00 6.50 Vu<PhiVd2 Not Regi 1 8.5 0.0 0.0 +1.40D+1.60H 1 14.67 11.75 -3.59 3.59 1.22 1.00 8.50 Vu<PhiVd2 Not Rent 1 8.5 0.0 0.0 +1.400+1.60H 1 14.70 11.75 -3.61 3.61 1.10 1.00 8.50 Vu<PhiVd2 Not Recut 1 8.5 0.0 0.0 +1.44 +1. 1 14.73 11.75 -3.62 3.62 0.98 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.4 H tal#38 1 14.77 11.75 -3.64 3.64 0.86 1.00 8.50 Vu<PhiVd2 Not Regi 1 8.5 0.0 0.0 +1.400+1.60H 1 14.80 11.75 -3.66 3.66 0.74 1.00 8.50 Vu<PhiVcf2 Not Recut 1 8.5 0.0 0.0 7318 Texas Trail " Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.ProjectCtassic.com �t Farid@ProjectClassic.com Concrete dam Fde=tft*xiWoMC06M-1tC m*U3RiRAUL OC-lteaMRCA-1.EC5 ENERCAM INC.1993•2D15,tiu@ V6,3A,Yed.153.9 t e o• Description: B106 Mailed Shear Information Span Distance V Vu (k) Mu d*VutMu Phi*Vc Comment Phi*Vs Phi*Vn Spacing(in) Load Combination Number (ft) (in) Actual Design (k-ft) (k} (k} (k) Reld Suggest +1.400+1.60H 1 14.83 11.75 -3.67 3.67 0.62 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 OA +1.400+1.60H 1 14.87 11.75 -3.69 3.69 0.50 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.44D+1.60H 1 14.90 11.75 -3.71 3.71 0.37 1 M 8.50 Vu<Ptu'Vct2 Not Reqd 1 8.5 OA 0.0 +1.40D+1.60H 1 14.93 11.75 -3.72 3.72 0.25 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.4OD+1.60H 1 14.97 11.75 -3.74 3.74 0.12 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 +1.4OD+1.60H 1 15.00 11.75 -3.76 3.76 0,00 1.00 8.50 Vu<PhiVd2 Not Reqd 1 8.5 0.0 0.0 •••6 • • • • •••• 9999•• •• • 9999 • 9999•• 9999 9999•• • 9999•• • • • 9999•• 9999 9999 • • 9999 9999 ••600 9999•• ••• • 9999• •• •• •• 9999•• 9999•• • • • • • • • 9999•• 9999•• • • • 9999•• •• • 9096 • • 49 Total #39 f 1 7318 Texas Trail Boca Raton,Florida 33487 ` PH:954 667 7803,FX:561665 5438 www.PrajectClassic.com PRW „rr , Fadd@ProjectCiassic.com General FootingRe=no o�nw«icons -,u ,mus au��cxu�,�c j LN c,iNC.l�2o,s WMA1;i19,VWS.,s a 1 1 V • e Description: 48PF 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 Beanng = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. - 0.30 cp Values Flexure - 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= ksf Min A low%Temp Reinf. = 0.00180 when footing base is below = It Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor - 1.0:1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf UseJi VI%stability,moments&shears Yes when maximum length or width is greater4 ft •••••• Add PFA"l Wt for Sd eresore No o• Use tal wt for siMbilitf tnom&shear No 0.0.4001mensRW 00.400 ••••:Width paWil tp X-X Axis 4•;. 4.0 ft Z 4••••Length p�l%ts Z-Z Axil••i•4 4.0 ft , • • Footing ,cknes = 12.0 in F 0000• • ••• 0000•• -..els r5 f"';f;Fk� 0000•• •• •• •• �., d r'i�� e' � 0000•• 0000•• • • • • .. 0000•• ° �s� i� c"� � r .� i••••oPedestal dimensions... s — )( 4 • px:pWAI toX-X Axis s-• in s s pz.parjjI4q►Z-Z Axis _ in Height in m Rebar Centerline to Edge of Concrete.. co at Bottom of footing = 3.0 in h£„ '' m ?' € u Reinforcing 4, w w Bars parallel to X-X Axis Number of Bars = 5.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Plumber of Bars = 5.0 Reinforcing Bar Siz( _ # 5 BandWdth Distribution Check (ACI 15444 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 15.0 8.0 k OB:Overburden = ksf _..... .-..--_...........__...__...._..-- --.._..._._._._....- _._.-._..-.__.... ........... M-xx = k-ft M-zz = k-ft V-z - k 49 Total#40 ! I 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www.Projwctassic.com Farid@ProjectClassic.com General Fortin �.=�wwlaco TII-11C6Watt P ltiQW l^ erg RCA-1X'CS 9 ENERCAI-C,INC.'1963.2015,&OS tb.3 .9.6.15.3.9 Description: 48PF DESIGN SUMARY W.Ratio Item Applied Capadty Governing Load Combination PASS 0.6332 Soil Searing 1.583 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k OA k No Sliding PASS n/a uplift 0.0 k 0.0 k No Uplift PASS 0.2561 Z Flexure(+X) 3.850 k-ft 15.031 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2561 Z Flexure(-X) 3.850 k-ft 15.031 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.2561 X Flexure(+Z) 3.850 k-ft 15.031 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2561 X Flexure(-Z) 3.850 k-ft 15.031 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2748 1-way Shear(+X) 22.577 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2748 1-way Shear(-X) 22.577 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2748 1-way Shear(+Z) 22.577 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.2748 1-way Shear(-Z) 22.577 psi 82.158 psi +1.200+0.50Lr+1.60L+1.60H PASS 0.5554 2-way Punching 91.259 psi 164.317 psi +1.20D+0.50Lr+1.6%-M". M. • • •••• •••••• Mailed Results . • • Soil Bearing •••••• ••i• ...•i• Rotation Axis& Actual Soil Bearing SLrs: Actual/Allowable Load Combination... Gross Allowable Xecc ZBCC Bottom,-Z Top,+Z Left,- Vight,+X Ratie••••• • X-X,+D+H 2.50 Na 0.0 1.083 1.083 nfb****' nla•*00 0• 0,43j:90 X-X,+D+L+H 2.50 n/a 0.0 1.583 1.583 n/a n/a 0A • X-X,+D+Lr+H 2.50 n/a 0.0 1.083 1.083 r,%00000 Was•• 0.488••• X-X,+D+S+H 2.50 We 0.0 1.083 1.083 n,ie• •• n/a •• 0.432•••• X-X,+D+0.750Lr+0.750L+H 2.50 n/a 0.0 1.458 1.458 n(a.•••• n/a . 0.583 • X-X,+D+0.750L+0.750S+H 2.50 n/a 0.0 1.458 1.458 We • • Na 0.583 • X-X,+D+0.60W+H 2.50 n/a 0.0 1.083 1.083 A n/a;•••i• 0.43"" X-X,+D+0.70E+H 2.50 n/a 0.0 1.083 1.083 nt • Was 0.48 • X-X.+D+0.750Lr+0.750L+0.450W+H 2.50 n/a 0.0 1.458 1.458 Mae• i Na sees 01 ... X-X,+D+0.750L+0.7505+0A50W+H 2.50 n/a 0.0 1.458 1.458 n/a n/%.;. 0.583 X-X,+D+0.750L+0.7505+0.5250E+H 2.50 n/a 0.0 1.458 1.458 n/a n/a 0.583 X-X,+0.60D+0.60W+0.60H 2.50 ala 0.0 0.6495 0.6495 n/a n/a 0.260 X-X,+0,60D+0.70E+0.60H 2.50 n/a 0.0 0.6495 0.6495 n/a n/a 0.260 Z-Z,+D+H 2.50 0.0 n/a n/a n/a 1.083 1.083 0.433 Z-Z,+D+L+H 2.50 0.0 n/a nia nla 1.583 1.583 0.633 Z-Z,+D+Lr+H 2.50 OA n/a n/a Na 1.083 1.083 0.433 Z-Z.+D+S+H 2.50 0.0 n/a n/a n/a 1.083 1.083 0.433 Z-Z.+D+0.750Lr+0.750L+H 2.50 0.0 n/a n/a n/a 1.458 1.458 0.583 Z-Z.+D+0.750L+0.750S+H 2.50 0.0 n/a n/a n/a 1.458 1.458 0.583 Z-Z,+D+0.60W+H 2.50 0.0 n/a n/a n/a 1.083 1.083 0.433 Z-Z,+D+0.70E+H 2.50 0.0 nia n/a n/a 1.083 1.083 0.433 Z-Z,+D+0.750Lr+0.750L+0.450W+H 2.50 0A n/a n/a n/a 1.458 1.458 0.583 Z-Z.+D+0.750L+0.7505+0.450W+H 2.50 0.0 n/a n/a n/a 1.458 1.458 0.583 Z-Z.+D+0.750L+0.750S+0.5250E+H 2.50 0.0 n/a n/a n/a 1.458 1.458 0.583 Z-Z,+0.60D+0.60W+0.60H 2.50 0.0 n/a n/a n/a 0.6495 0.6495 0.260 Z-Z,+0.60D+0.70E+0.60H 2.50 0.0 n/a a/a n/a 0.6495 0.6495 0.260 Overturning Stability Rotation Axis& Load Combination... Overturning lament Resisting Mment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRado Status Footing Has NO Sliding 49 Total#41 7318 Texas Trail , [PRDJ ' Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 U www.ProjectCtassic.com Fadd@ProjectClassic.com General Fo©tln �e=tDm*AWwMCONsrn-lu USRV A"-lXt n-t:�cs g ENERCALC,WC.1 E015,Sddt.15.3„J Ver:6.15♦3-9 q Description: 48PF Footing Flexure Flexure Axis&Load Combination ' Mich Tension As Req'd Gvm.As Actual As Phi U Status k-ft Side? Bot or Top? inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 2.625 +Z Bottom 0.2592 Agin Temp% 0.3875 15.031 OK X-X,+1 AD+1.601-1 2.625 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK 6.0909 ••.• • • • 6666 • •• • •0000• 6666 666.6. • • . 6666•• 6666•• • . 6666 6666 •••9• • ••• •9.66• 6.6••6 •• •• •• • •666•• • • • • 6.696• • • • 000: 00 0000 49 Total#42 I 7318 Texas Trail •e Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 CLIC wwwr.ProjectClassic.com Far€d@ProjectClassic.cnm General Foflting Foe=tiwcra�nc�, ut�txv�tuven�,�c;5 ENSr-&C,INC.19&1.2015,BukKI5.38;W8.1SU Description: 48PF Foaling Flexure Flexure Axis&Load Combination Nt Which Tension 0 As Req'd Gvm.As Actual As Phi U Status k-ft Side? Bot or Top? in"2 in-\2 in°2 k-ft X-X,+1.20D+0.50Lr+1.60L+1.60H 3.850 +Z Bottom 0.2592 Iain Temp% 0.3875 15.031 OK X-X,+1,200+0.50Lr+1.60L+1.60H 3.850 -Z Bottom 0.2592 Min Temp% 0.3875 15,031 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.850 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60L+0.505+1.60H 3.850 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.750 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.250 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 2.250 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1,20D+0.50L+1.605+1.60H 2.750 +Z Bottom 0.2592 Min Temo% 0.3875 15.031 OK X-X,+1.20D+0.50L+1.60S+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.605+0.50W+1.60H 2.250 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+1.60S+0.50W+1.60H 2.250 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.750 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 2.750 +Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+0.505+W+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.3875 15.031 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 2.750 +Z Bottom 0.2592 Min Temp% 0.3875 15.031••• OK X-X,+1.20D+0.50L+0.205+E+1.60H 2.750 -Z Bottom 0.2592 Min Temp% 0.3875 15.01 . OK X-X,+0.90D+W+0.90H 1.688 +Z Bottom 0.2592 Min Temp% 0.3E:5 ••• 15.03T... "(00:0 X-X,+0.90D+W+0.90H 1.688 -Z Bottom 0.2592 Min Temp% 0.3875• • 15.031•••• OK • X-X,+0.90D+E+0,90H 1.688 +Z Bottom 0.2592 Min Temp% 0.3$75•..• 15•,031• QK • X-X,+0.90D+E+0.90H 1.688 -Z Bottom 0.2592 Min Temp% 0.3 • 15.031•• 0o ••• Z-Z,+1.40D+1.60H 2.625 -X Bottom 0.2592 Min Temp% 0.391•••• 15.031 • M..: Z-Z,+1.40D+1.60H 2.625 +X Bottom 0.2592 Min Temp% 0.3$7J•••• 15.0,31•••• 4K • Z-Z.+1.20D+0.50Lr+1.60L+1.60H 3.850 -X Bottom 0.2592 Min Temp% 0.3871••• 15.033••• l�K.•• Z-Z,+1.20D+0.50Lr+1.60L+1.60H 3.850 +X Bottom 0.2592 Min Temo% 0.3$71...• 15. • • IF, ••• Z-Z,+1.20D+1.60L+0.50S+1.60H 3.850 -X Bottom 0.2592 Min Temp% 0.3875• • 15.091 • • Z-Z,+1.20D+1.60L+0.505+1.60H 3.850 +X Bottom 0.2592 Min Temp% 0.38%3 •• 15.031 •• w0:6 Z-Z,+1.20D+1.601-r+0.501.0,60H 2.750 -X Bottom 0.2592 Min Temp% 0. •••• 15.031 • OK • Z-Z,+1.20D+1.60Lr+0.50L+1.60H 2.750 +X Bottom 0.2592 Min Temp% 0. 5 • i 15W • A4�i•i• Z-Z.+1.20D+1.60Lr+0.50W+1.60H 2.250 -X Bottom 0.2592 Min Temp% 0.3875 • 15.t�t•••• OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 2.250 +X Bottom 0.2592 Min Temp% 0.3875 • • 15.8'31 :A•••• Z-Z,+1.20D+0.50L+1.605+1.60H 2.750 -X Bottom 0.2592 Min Temp% 0.3878• • 15031;••• OOK • Z-Z,+1.20D+0.50L+1.60S+1.60H 2.750 +X Bottom 0.2592 Min Temp% 0.3875 15.W4•• OK Z-Z,+1.20D+1.60S+0.50W+1.60H 2.250 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+1.605+0.50W+1.60H 2.250 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2.750 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 2.750 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 2.750 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.505+W+1.60H 2.750 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+1.20D+0.50L+0.205+E+1.60H 2.750 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z.+1.20D+0.50L+0.20S+E+1.60H 2.750 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.90D+W+0.90H 1.688 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.90D+W+0.90H 1.688 +X Bottom 0.2592 Min Temo% 0.3875 15.031 OK Z-Z,+0.900+E+0.90H 1.688 -X Bottom 0.2592 Min Temp% 0.3875 15.031 OK Z-Z,+0.900+E+0.90H 1.688 +X Bottom 0.2592 Min Temp% 0.3875 15.031 OK One Way Shear Load Combination... Vu Ct,X Vu P+X Vu 0-Z Vu tV +Z Vu:Mx Phi Vn Vu/Phi"Vn Status +1.40D+1.60H 15.394 psi 15.394 psi 15.394 psi 15.394 psi 15.394 psi 82.158 psi 0.1874 OK +1.20D+0.50Lr+1.60L+1.60H 22.577 psi 22.577 psi 22.577 psi 22.577 psi 22.577 psi 82.158 psi 0.2748 OK +1.20D+1.60L+0.505+1.60H 22.577 psi 22.577 psi 22.577 psi 22.577 psi 22.577 psi 82.158 psi 0.2748 OK +1.20D+1.64Lr+0.50L+1.60H 16.127 psi 16.127 psi 16.127 psi 16.127 psi 16.127 psi 82.158 psi 0.1963 OK +1.200+1.60Lr+0.50W+1.60H 13.194 ps€ 13.194 psi 13.194 psi 13.194 psi 13.194 psi 82.158 psi 0.1606 OK +1.20D+0.50L+1.605+1.60H 16.127 psi 16.127 psi 16.127 psi 16.127 psi 16.127 psi 82.158 psi 0.1963 OK +1.200+1.60S+0.50W+1.60H 13.194 psi 13.194 psi 13.194 psi 13.194 psi 13.194 psi 82.158 psi 0.1606 OK +1.20D+0.50Lr+0.50L+W+1.60H 16.127 psi 16.127 psi 16.127 psi 16.127 psi 16.127 psi 82.158 psi 0.1963 OK +1.20D+0.50L+0.50S+W+1.60H 16.127 psi 16.127 psi 16.127 psi 16.127 psi 16.127 psi 82.158 psi 0.1963 OK +1.20D+0.50L+0.205+E+1.60H 16.127 psi 16.127 psi 16.127 psi 16.127 psi 16.127 psi 82.158 psi 0.1963 OK +0.90D+W+0.90H 9.896 psi 9.896 psi 9.896 psi 9.896 psi 9.896 ps€ 82.158 ps€ 0.1204 OK +0.90D+E+0.90H 9.896 psi 9.896 psi 9.896 ps€ 9.896 psi 9.896 psi 82.158 psi 0.1204 OK 49 Total#43 7318 Texas Trail Boca Raton,Florida 33487 VIA PH:954 667 7803,FX:561665 5438 www.ProjectCiassic.com Farid@ProjectCiassic.com General FootingFes= *AWbMc:c -n >r ON-1 Rca-,�ca ENERcA.c.INCASW2015,euaaa,s eos Description: 48PF Punching Shear All units k Load Combination... Vu Phi Vn Vu/Phi Vn Status +1.400+1.60H 62.222 psi 164.317psi 0.3787 OK +1.20D+0.50Lr+1.60L+1.60H 91.259 psi 164.317psi 0.5554 OK +1.20D+1.60L+0.50S+1.60H 91.259 psi 164.317psi 0.5554 OK +1.20D+1.60Lr+0.50L+1.60H 65.185 psi 164.317psi 0.3967 OK +1.20D+1.60Lr+0.50W+1.60H 53.333 psi 164.317psi 0.3246 OK +1.200+0.50L+1.605+1.60H 65.185 psi 164.317psi 0.3967 OK +1.200+1.605+0.50W+1.60H 533.333 psi 164.317psi 0.3246 OK +1.20D+0.54Lr+0.50L+W+1.60H 65.185 psi 164.317psi 0.3967 OK +1.20D+0.50L+0.50S+W+1.60H 65.185 psi 164.317psi 0.3967 OK +1.20D+0.50L+0.20S+E+1.60H 65.185 psi 164.317psi 0.3967 OK +0.900+W+0.90H 40 psi 164.317psi 0.2434 OK +0.900+E+0.90H 40 psi 164.317psi 0.2434 OK • • • •••• •••• •••••• •• •• •• • •••••• • • • • 49 Total#44 7318 Texas Trail Boca Raton,Florida 33487 t' i! PH:954 667 7803,FX:561665 5438 PRO w ww,ProjectCWsic.com s.,Au Fadd@ProjectClassic.com General Footlewocr , cn-,�c 9 I RirAGc,1Nc.1�-2015 8*N:$,15.38.WS.W.9 Description: 24PF 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 Bearin = 2.50 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus - 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 <p Values Flexure = 0.90 Shear - 0.750 Increases based on footng Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allowable pressure increase per foot of depti= ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below - ft Min.Overturning Safety Factor = 1.0:1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of dept= ksf Use ftg wt for stability,moments&shears Yes when maximum length or width is greaten ••0• Add Pedestal Wt for Soil Pressure . No • . ••090 • •••••• Use Pedestal wt for stability,mom&shear No •.• : •••. •• Dimensions - •••••• ••�• ••••:• Width parallel to X-X Axis = 2.0 ft Z •••�•• •••• i•••�i Length parallel to Z-Z Axis = 2.0 ft • • • • Footing Thicknes - 12.0 in •••• •••• •• ••• ?, t •••• ••• • e•••• Pedestal dimensions... _, • px:parallel to X-X Axis = in • • •••••• pz:parallel to Z-Z Axis in • • ••• • • Height = in s m •••• Rebar Centerline to Edge of Concrete.. .y m at Bottom of footing - 3.0 in „ Reinforcing 2!p w Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis , Number of Bars = 3 Reinforcing Bar Sizf = # 5 ° BandvAdth Distribution Check (ACI 1544 Direction Requiring Closer Separation n/a #Bars required within zone n/a #Bars required on each side of zone n/a Applied Loads D Lr L S W E H P:Column Load - 3.60 0.850 k OB:Overburden = ksf ._.._................_ M-xx - k-ft M-zz = k-ft V-x = k V-z - k 49 Total#45 7318 Texas Trail Boca Raton,Florida 33487 PH:954 667 7803,FX:561665 5438 www,Proj dckluic.com »,t:,w«r; Farid@Pr ojectClassic.com Gene.M1 Footingrb=ru�PeoxrwodncoNSTR-1=M%uS uutav-1 acA•t.ECs . ENERCALC,INC.19832015,8uik1W5:3,9,Ver:6.1S.3:8 Description: 24PF DESIGN SUhMRY W.Ratio !tern Applied Capacity Governing Load Combination PASS 0.5032 Soil Bearing 1.258 ksf 2.50 ksf +D+L+H about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k OA k No Sliding PASS n/a uplift 0.0 k OA k No Uplift PASS 0.03971 Z Flexure(+X) 0.710 k-ft 17.879 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.03971 Z Flexure(-X) 0.710 k-ft 17.879 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.03971 X Flexure(+Z) 0.710 k-ft 17.879 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03971 X Flexure(-Z) 0.710 k-ft 17.879 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.03734 1-way Shear(+X) 3.068 psi 82.158 psi +1.20D+0.50Lr+1,60L+1.60H PASS 0.04268 1-way Shear(-X) 3.506 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.03734 1-way Shear(+Z) 3.068 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PASS 0.04268 1-way Shear(-Z) 3.506 psi 82.158 psi +1.20D+0.50Lr+1.60L+1.60H PAW��• 0.09235 t2vay Punching 15.174 psi 164.317 psi +1.20D+0.50Lr+1.601-+1.60H • •:••••Soil Bearing•• •••••• a • oRotation Altis& •• •" Actual Soil Bearingg Stress Actual/Allowable ""� Load rwbination...•••• Gross Allowable Xecc Zecc Bottom,-Z Top,+Z LeR,-X Right,+X Ratio .•••*0vertvmiflg.5l9bility •••• ••••� otallQ A is •••••• •.•.• LoEmbination.•• to Overturning Ntment Resisting Nbment Stability Ratio Status • Footing Hae NO Overtun'.111.0 00: •i•••*Sliding SWIl_ • a All units k ---..._.*.*.*.*-A-..--...---- --..-...............---- _......._ i••••.'Force Applicatidn Axis .'0 i + • Lo@&Vbination A •' Sliding Force Resisting Force Sliding Se"Ratio Status Footing Hag MOSiiding Footling Flexure Flexure Axis&Load Combination U Mich Tension 0 As Req'd Gvrn.As Actual As Phi Status k-ft Side 7 Bot or Top? in^2 in"2 in'-2 k-ft X-X,+1.40D+1.60H 0.630 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.40D+1.60H 0.630 -Z Bottom 0.2592 Min Ternp% 0.4650 17.879 OK X-X,+1.200+0.50Lr+1.60L+1.60H 0.710 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.24D+0.50Lr+1.60L+1.60H 0.710 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.710 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60L+0.50S+1.60H 0.710 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5931 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 0.5931 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.200+1.60Lr+0.50W+1.60H 0.540 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.200+1.60Lr+0.50W+1.60H 0.540 -Z Bottom 0.2592 Min Tema% 0.4650 17.879 OK X-X,+1.20D+0.50L+1.60S+1.60H 0.5931 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.54L+1.60S+1.60H 0.5931 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.60S+0.50W+1.60H 0.540 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+1.603+0.50W+1.60H 0.540 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5931 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 0.5931 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5931 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 0.5931 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5931 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+1.20D+0.50L+0.20S+E+1.60H 0.5931 1 Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+0.90D+W+0.90H 0.4050 +Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+0.90D+W+0.90H 0.4050 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK X-X,+0.90D+E+0.90H 0.4050 +Z Bottom 0.2592 Min Tema% 0.4650 17.879 OK X-X,+0.90D+E+0.90H 0.4050 -Z Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.40D+1.60H 0.630 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK 49 Total #46 7318 Texas Trail Boca Raton,Florida 33487 $ =t PH:954 667 7803,FX:561665 5438 PRWECT calls u, www.ProjectClassic.com TMf s I—,.— Fadd@ProjectClassic.com General Footing EN RGAC >INC.193.2016,Buft&1619,vWs.153.9 Description: 24PF Z-Z,+1.40D+1.60H 0.630 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.710 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 0.710 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK • ••••• •••• •••• ••••• • • • ••• • ••••• 49 Total#47 7318 Texas Trail •' Boca Raton,Florida 33487 $ 'N PH:954 667 7803,FX:561665 5438 CLOIC U wxwr.Projectc€assic.com Fadd@ProjectClassic.com tGen:eral RootingF�=t�o�o�nwacnc�usT�-1usi�atu�1-1{eclt3�lERCA-1.EGWO. ENERCAI C.INC.12015u�f 8iS 3.5.Yer8:45 3 Description: 24PF Footing flexure Flexure Axis&Load Combination Nt Mich Tension As Req'd Gvm,As Actual As Phi U Status k-ft Side? Bot or Top? in"2 in^2 in^2 k-ft Z-Z,+1.20D+1.60L+0.50S+1.60H 0.710 -X Bottom 0.2592 Agin Temp% 0.4650 17.879 OK Z-Z,+1.200+1.60L+0.505+1.60H 0.710 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+1.60Lr+0,50L+1.60H 0.5931 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z•+1,20D+1.60Lr+0.50L+1.60H 0.5931 +X Bottom 0.2592 Min Temp% 0.4650 17,879 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 0.540 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.200+1.60Lr+0.50W+1.60H 0.540 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+0.50L+1.605+1.60H 0.5931 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 0.5931 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z.+1.20D+1.60S+0.5G'tV+1.60H 0.540 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z.+1.200+1.60S+0.50W+1.60H 0.540 +X Bottom 0.2592 Min Temp% 0.4650 17,879 OK Z-Z,+1.20D+0,50Lr+0.50L+W+1.60H 0.5931 -X Bottom 0.2592 Min Temp% 0,4650 17,879 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 0.5931 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.200+0.50L+0.50S+W+1.60H 0.5931 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z.+1.20D+0.50L+0.50S+W+1.60H 0.5931 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5931 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+1.20D+0.50L+0.20S+E+1.60H 0.5931 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK Z-Z,+0. .90H 0.4050 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK •••••&Z-Z'+0. .90H • • 0.4050 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK • Z-Z,+0.�q+ +0.90H `�• 0.4050 -X Bottom 0.2592 Min Temp% 0.4650 17.879 OK • Z-Z.+O.PD41+0.90H 0.4050 +X Bottom 0.2592 Min Temp% 0.4650 17.879 OK 0 "One Why AW ••••i oad Co gZrjq_tion... Vu c X Vu @+X Vu(9)1 Vu C&+Z Vu:PAx Phi Vn Vu/Phi°Vn Status ••�.+1.40D�1,-W�p ' • .• 3.111 psi 2.722 psi 3.111 psi 2.722 psi 3.111 psi 82.158 psi 0.03787 OK • • +1.200+0: LI4I.60L+1.60H 3.506 psi 3.068 psi 3.506 psi 3.068 psi 3.506 psi 82.158 psi 0.04268 OK ••••'+1.20D:%l!+'O%OS+119111*;" 3.506 psi 3.068 psi 3.506 psi 3.068 psi 3.506 psi 82.158 psi 0.04268 OK •••••*1.20DiA t6i0Lr+0.50L+1.60 •• 2.929 psi 2.563 psi 2.929 psi 2.563 psi 2.929 psi 82.158 psi 0.03565 OK • +1,200+1.6QLr+0.50W+l A"•.• 2.667 psi 2.333 psi 2.667 psi 2.333 psi 2.667 psi 82.158 psi 0.03246 OK • , 0L+1 S+1. H• • 2.929 psi 2.563 psi 2.929 psi 2.563 psi 2.929 psi 82.158 psi 0.03565 OK •• 00410+1,201)+O+1.20D+4 CSSOW+1 H 2.667 psi 2.333 psi 2.6670 2.333 psi 2.667 psi 82.158 psi 0.03246 OK •.••i 1.20D+0 50Lr+0!50L+WH 2.929 psi 2.563 psi 2.929 psi 2.563 psi 2.929 psi 82.158 psi 0.03565 OK • *1.2004QAFm 0.505+W{+t. M• 2.929 psi 2.563 psi 2.929 psi 2.563 psi 2.929 psi 82.158 psi 0.03565 OK +1.20D+0.5QIQ,20S+E+1.60H 2.929 psi 2.563 psi 2.929 psi 2.563 psi 2.929 psi 82.158 psi 0.03565 OK +0.90D+W+0.90H 2 psi 1.75 psi 2 psi 1.75 psi 2 psi 82.158 psi 0.02434 OK +0.90D+E+0.90H 2 psi 1.75 psi 2 psi 1.75 psi 2 psi 82.158 psi 0.02434 OK Punching Shear All units k Load Combination... Vu Phi`Vn Vu/Phi Vn Status +1.40D+1.60H 13,464 psi 164.317psi 0.08194 OK +1.20D+0.50Lr+1.60L+1.60H 15.174 psi 164.317psi 0.09235 OK +1.20D+1.60L+0.50S+1.60H 15.174 psi 164.317psi 0.09235 OK +1,20D+1.60Lr+0.50L+1.60H 12.676 psi 164,317psi 0.07714 OK +1.20D+1.60Lr+0.50W+1.60H 11.541 psi 164.317psi 0.07024 OK +1.20D+0.50L+1.60S+1.60H 12.676 psi 164.317psi 0.07714 OK +1.200+1.60S+0.50W+1.60H 11.541 psi 164.317psi 0.07024 OK +1.20D+0.50Lr+0,50L+W+1.60H 12.676 psi 164.317psi 0.07714 OK +1.20D+0.50L+0.50S+W+1.60H 12.676 psi 164,317psi 0.07714 OK +1.20D+0.50L+0.20S+E+1.60H 12.676 psi 164,317psi 0,07714 OK +0.90D+W+0.90H 8.656 psi 164.317psi 0.05268 OK +0.90D+E+0.90H 8.656 psi 164,317psi 0.05268 OK 49 Total#48 Farid Abugattas, FL P.E.#72471 t i PH: (954)667-7803 / Fax(561)665-5438 ' l 7318 Texas Trail Boca Raton, Florida 33487 MONOLITHIC FOOTING DESIGN - MF20 INPUT DATA Pwall:= 550p1f 7conc:= 150pcf bfooting:= 20in bfooting:= 16in tslab:= 4in Ltmnsferbars Oft twill:= 8in B:= lft 8:= 45deg PRELIMINARY CALCULATIONS bfooting — twall (Ltransferbars—bfooting) eftg.- 2 — 10-in ewall:= 2 =4-in eslab:= 2 +bfooting= 10-in (hfooting—tslab) 0000 btriangle:= tan(9) = 12-in Ptriangle:_ 1(hfooting—tslab)'btriangle'0.5]b7coge�75'pff•0.0• ••••�• .• • 0000 0 btriangle .••:•• ••:• 000.:0 etriangle:= +bfooting=24-in 0000•• • • • 3 0000 0000 :0000: 0 0 • • 0000 0000 0000• Pfooting:= bfooting'hfooting'7conc=333.3333•plf •0000• 0.0 • 00:000 0 0 0 0 •• •• •• •0000• Pslab:= m (Ltransferbars—bfooting+ 2in)tslab'7conc't,Olbf]=0 plf .60000 0 .• 0 0 0 0 • • 0 • •0000• 0 P (Pwall+Pfooting+Pslab+Ptriangle)B=958.3333.1bf ;••0.0 • 0000 00000 0000: 000• 0 bfooting Pwall'ewall+Pslab'eslab+Pfooting'eftg+Ptriangle'etriangle =2.3478•in 2 Pwall+Pfooting+Pslab+Ptriangle IF ECCENTRICITY<= U6 P. I + 6•e P• 1 — 6 e bfooting ( bfooting — q1 :_ =980•psf q2:= —212.5•psf B'bfooting B'hfooting IF ECCENTRICITY> U6 2P q3 := ( = 1001.8939•psf 3B•I bfooting —e� 2 RESULTS 49 Total #49 www.prolectclassic.com f FED WAL EU al ME ofMANAGENIENTAGEWY d ELEVATION-CERTIFICATE OMB No.19664MM Masud". MPO - MNMXMM.,Foltawr the Instructions on-pages i-S. Expiration Date: 31,2095 SEUMN A- I Y UUMMU ON PDR NVStIirYa COMW USE Al. &Mrgg Owners Name 1032 NE 98TH HOMINa,LLc--------------- A2. BLdkOng Street Address(kMkWft AM,tlnk Sulls.and/or tom.•Ido.)or E X Rolf and Box No. (;w pr nnn�,bet: 1032 NE 98 STREET City MIAMI SHORES FL c .33138 A3ftpaty Descrlptlon#M'and Block ftnberrs,Tax Parcel Munbar,U&M Description,dr-) LOT%BLOCK 180,OF MIAMI SHORES SEC B,PLAT BOOK APAGE q,PUB�IC RECORDS Oi:-DADE COUNTY FL A4. &dkft 1.186(e.g.,Residential.Non4teekPmUM,Addition.Accessory,aft.) RESIOMMAL A8. Latdtu WLon pude:Lat. w°51,FA Mr N Lon& W 1Y SSAW W 14orbontall Datum: 'Q NAD 1927 '®AAD 1983 AS. Attach at fsest 2 phokWaphs of the building If the CaiHtoste is being used to obtain flood insurance. A7. Building dram Number R ... . AS. Far a building with a c awlspere or s): A9.For a building with an attached ! al Sure foot�a of a utas) 12.E aqR .a) SquarelbotepofaltachedgmV WA '' sqft b) fdo.of pamsrrorrt flood operir in the ice 18 b) Number=neat flood open)n�s In the ed - s}wltltM.1.0footshove ac�erd owe within 3A foal e .ad grime ! a) Total not area of flood openings bo AB.b 1,� aq In c) Tom net am of tow openings in A9b. WA �sq- ' d) Engineered flood ape~ '.13 Yea ®No d)..Engiiuwed flood openings? Mos. ®No- { SECTION 6-RMD MUMAN09 RATE MAP(FW&I)WOWA TION i Bl. 1 Number I 54. Map(P8ne1 Nunba MUM SM Fllhhi.heleut Date. 87.FUN PwW, 88.Fooilone(e) 89.Ba6e'f30od -IFT s)(Zone PAwlsed Date -AQ use base flood depM) . 120 i06L L DIAMMM -09/11/2009 AE• 8Fl- . 810.irdiCatelft source of the Base.Rood Elewliflon(B}data or bow flood depth entered In(tern M: QFISRrOflle ®FIRM OC mmurft.Datanined Q WSource: 89.9..Indicate elevation dahnn used fa OR in Rom M: ®iW,1VD 7.929 O NAVD 1988 ❑OtherlSamoa: NIA 812.Is the buikflng located In a Cowl Barrer Pbscumas System(CORS)was or OfltawIse Pioteated Area(CM Q Yes ®No Designation Dda: O CBRS Q OPA. TION C-.BIIILDMI®ELEVATION W01rtMATIM(SUWAY ). C1. BulklingvIevations are based am ❑ onstructiOn I m*o* Q Building Linder Com* R Firms Consbuctlon *A new EieYallon Certificate will be required when construction of the builder Is complete. C2. Elv4etlons=-ZWM Al-+A$0,AE,AH,A(vii Bl:VE,V7.AW,V(with BIS?,AR,AWA,ARAE.AR/A1-A90,AR/A}l.AW10.C.wr tuts. : Cl.e-h below aosonling to the building edam spaded In Item AT.In Pismo Rkw enb�enter ureters. , Benchmark Lttffha BENCHMARK VertW Datum:-NGS 1928 ! Indlom etaivetiwr ddum used fa the slavaltons in ins a} ough h)below. R NSVD IM O NAVD 1M _130.0w/Source- Datum used for nand to the sarrre se that used for en M. Circ flte rr rernant used. .... a)Top of ftottom floor{irxxiuudirrg basement,crewlepece,or arclosrre fbor) �__ 79 ®fit p mals b) Top of the net higher flow .. 9._._ 74 M.f9st 0 motors. i o) Bottom of the lowest hradmft MmUna l member(V Zones only) . WA ❑feat O meters d) Atter garage,Mo of slab) NIA p Net :•p metes .. . .... e) Lowed eiaoedon of rnONnery-o'aw4ment servicing the building ®fleet .p mss {Dre'y+pe•of� ark icaatfon In Comrnerrts) . . I fl Lowed Ott(flrdshed)gade next to buhldIng(LAO) _ Vest p rt rs . t !0 Wahest atl ewt(finished)Pada next to building(MAG) �.._. � - ®feet ❑maers i h) Lowest a4poent grade at kawast ele aettwr of deck or staK Including • WA Ofeet .p meters stncohmal.support SSWf0111 D-SURYBYOR,EMMEW OR ARCiITIICT*W1 Rq0XWN- ` This oerdfioaelon Isto be signed and sealed by a land surveyor,engirmM or architect authaftedby law to owfify elevettan information.I W*that the hdfOr»r AP on aria 0erocate represents PW best antra fn the owe ate. �A I undarallarxi that WW hoarse statement mvr be by Ane or kaprbormwnt under 1.8 CJS.Oafs,Sectim 1001. � •'�1' ®Check here If ournments are prowlded on hack of form.. Was latitude and brq#hKb In Section Aprovided by a 1'rc f p Check ham ff ettschment& licensed•land survreyor? ®Yee .[3N*. t:wtle0eNaMe Nrmdw JOHN A.SAW low CL STATE- ; a'w rale t+�rre PRESIDENT JOHN ISARRA&ASSOCIATES INC. r� _!ACc7t;tG?'•yoa Address ( S186B ZIP Code Cq�e 31rRd0 777 MIAMI l?L ' 133126 - . m 11119=3 13 •262-0400 11/.19=13 FEMA OW03(7/12) aft-reverse am for fir. RW10pas d previous edkrrs. t • .. F .R EVATM't:Wn01CATE,Imo• ... x.10 00101100088,Cur do WITSMonfilM WOM0200 from n a ted Sty Address(Includin t Apt,Uri,Suite.arsyo•t .No.)or eta Rm to and tic No. t' Akanbw: 1032 NE 98 STREET Cita State ZIP Code' MIAMI SHOES FL 33138 S07M D—Ste.ENSIM33t,OR ARCHITECT GBfT9W=N(COMMMUM) Copy both.sides of this mor Cmdftcate for(1)commur*of oW.(2)Insurance siryoompsng and-CM bukikig cwrim: Comments- SECTION C2 LOWEST ELEVATION OF MACHINERY=THE AIC PAD;LAMME AND LONOIT.UDE DETERMWED BY SURVEYOR USING GOOGLE EARTH : 11/19/2013 *m -M BWLDl1�118.EVAT10�11N flA111(SURVEY NOT NEQUIM)FOR Z AD ANO ZONE A•(WR�JT.�. .: For Nthout M came Ream El-M it-the tete is Wtaided W supporta'10MA Or U W W r ,:compere A.Bxd 0, For rwhnl grade,If vollabla,Check-the nawrement used.In Puerto•R1co:or*-enter maters.- El. a ters..E1:Provide eNra1ion irda ntation Porde forming and dwWA the apps to bmwe to show whetllo the elevation Is qbwre.or below the hWunt a nR: grade(HAS)and the lowest alacant Soft(LAG). : . a)Top of ba torn flow(Induding rwrt. ®,or endosrae)is O feet ❑nietm -.p aboveor Mbelow firer Has:. . b)Top of boMm ftor pndudb*baeemwit. •: ,-or endmn)is .--.. ©f6ut ©•meters Elabove or•.1340w# LAG. 13.for Bum Diagrams 8 9 with permanent its openings P+tdmi In!fir A ILS S and/or 9( 8-®of)nstrucdons), the next tow flow(eloystim C2.b In the diegrams)of the bufldft is 13180t. 0 mpiers ❑above Or.:❑bolm.the HAG:•.. . ' EL Attached'garage(top of )is O feat ❑meters ❑above or.Elbelawthe HAG. E4.TOP of pWrm of nrechbrery and/or egttlpnr s IrS the be -ie Otost- Unman; p mire or•.,❑below the wi a. '.. • . ES.Zone AO�r•If.no Hood deptir number Is avapebla,Is the top of the bottmn floor e(evatad in ecmftw •reth-the coiiiritrurtt�flo n maw . or�ierice?❑lies 13-Ho ❑Unkn&&L The local of�tel must car ft this Irilbnnation br Section a : SECTi�l1 F"PROPERTY 01A M(OR GWIWS BNTATIVt:)CM 1IIFICATION The properly ova or owrrers wFro-compmt�es Seotiorle A,13,and E I&Zone A(wftIm t s I�dssued•o oomnan &7p-or Zone AO must stn Imre.TheIn Secaiorre A,B.and E are con to dce'tmst of my In , PMeft Ownw or Owrrers Authorized 1*Name 1.032.NE 98Tki HQLDING,LLC•= Address1032 NE 98.STREET �.IIAIAMI SHORES '.FL- ZIP de-33-138. ' • .• - ate • i 1/19f?a13 - Tne '. . Comments ❑ttc h�Adf hrti�ta.. SCTION 8—MISTY IN 1(OP TION The local officW-who la authorbad&I law w to administer the rr amoment ori a carr i rnplete is A.k C(orE),ON , ..a of brie Qeve#on'Cis.Cprrmlete the.applW"45"Ide)and BW below Cheokft memwremem used in Wms:68-.%Q.in No t4 4co ai�c et�r maters. GL ❑ The Irtfwmatlon In Section C was taken from otherdoiwmenWon 00 has bow signhd wd-seeled by a licensed sunreyor,er�rieer,•�ardriteot who Is authorized by Iawl*cerM elevation Int notion.(U�Cat a the Moe and date of the elevation data In the Comments elm'belamr.) G2. ❑ p The followtrrg IMorrrretlon(trema 04-t39)is prodded-for cannwnKY Thr 11181W awnent purposes. . G4. Permtt Minim Gli. Pemdt•leaued GB.Data Certithim Of0W"arroa/0omipsncy.%mwd GT. This pemft has been Issued ft ❑Now Constnadtor Q Stibstaritfal Imp GIL Seratiorn of MbUllt lowest floor Mdw tri basernerrt)of the br>>fdft 13 fleet ❑maters Datum. Q9. WE or On Zone-AO)depth of flooding at-the buflding hitt: Usait 0 ureters Daturn Q10.Wnn%m s deslgrn flood elevation: .❑feat pours Datum Loeb Orfldals Name THIS t:ommaudty IVarrre Telephone . S Date. 11/19/2013 comments ❑-Check here dam. FEMA Form OBSO 3(7/32) 1;00 es an previous e0008... - i ELEVATION CI WnRCATE,pie 3 BUILDING PHOTOGRAPHS f See instructions for item A6. : -fid in ft"IPM04 a w Sw=uupomft bAwamaw fimm SeoUon A. FDR IR WWANCE•60MMY -WEs 'Wdft$Deet Address MaWng Apt,WA Suite,wWor Bim.No.)or 90 Ratite acid Box No. .1032 NE 88 STREET i cny Soft ZIP toft MIAMI SHORES FL 33138 If using the brMon Certificate to obtah,NFIP flood its,affix at least 2 Iw MMg photographs below according to the kstrudlons for.Itom A& ldmriilfy aU Owtgpphe wlth.date taken, "Mat-Visi►" and "Rear VW; and, if-required, `ft.t.Side Vl�+"-ao "L.aft Side.View°When applicable,photogrsphs must shore the foundation with rep=entstive examples of the flood openings or ve ,ss Indicated In SectlOn-AS.If submhdng more photographs than will fit on.Oft page,use the Continuation Page. -FRONT VIEW-" 11119/2013 x REAR VIEW 11MOM13 .. w `�4" FEMA Form. 0,1Ki(7/i� RePlalin all pmWow atiitlons... d LEVArON tH:R7 RCATF,pV'4 BUUJNNQ NOTO®RAPHS Corrdnuation Page MOVINTAIM.In sus,mpg►the awrespomilift lbAmnallm km Seodoe A. FOR MWJRAME- W-USE BUlk"Street Address(including Apt., Suite,and/or Bldg,No.)or RQ Route enol Haat Na na�nmer. - j .1032 NE 98 STREET . ' ! Ow sum 27P Com mop tom: . MLAMI SHORES FL . 33138 N.suLunitthcg more-Owtogapho Vwn.vAll Ron the preceding page,affix the additfonai.photographs L>elmer.,kit)nft oil photograpltS witlh:. : doe-taken;-afkw t View"and"Rear View and,if required,"Right Side VI�V"and"Left Ski View.-When apRcab�,Ow t #aphs must-.- p I sfhm the foundation With representathie examples of-the fel openings or vents,as indicated In Section AL3. t • : : ll L.EFT.i/IEW 1.1/19/2013 .a i Lomat� t 1 � t t• -•91 C y 'i I i i Fie' • '� 'u, RIGHT SIDE 11/19/2 3 ' II'F•• MW{{ •mow f I t F1:W1 Fatn QS*OW(7/12) : . a9 wwlom eftons.. JUIN" ISA�RR.A�. & ASSCCIA''1'ES, ... • Plofessl/ Ci al-Land SMntayO.$ Ma�._�{NY�(a .. .17.7 MW. S" M P$W �W.•�•�M�1 MUMD�t,. �/�•�/� : I PAX:lam)On-o"I `Z: •'`I".� Mf�Y F. Mtdwb' YYtF9 M9T� N•Y�Q•�' . 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"• tlflll�9Y1PIAYWCat BAlAgtI 4ABL10i'EWPAVBY91/PLifNCZNmttosp" . 'o, WMndrAvm ma"WA"AWb1TMARMMIOMMA70fAlt# A'fAID RAM RW0---- 10016 �� AW�RI%AlIfAFQAR 7LOfipPT80,fltd PW1101►86�IiILMdFL18Apf�t .fO�LiW'alflAlpAL1YLLIMHLOOfIDlR/y.. - . ?l/XA�f�O�RL6IRSlb11�' 1�'OTJi� dE8��1$!A$.°B/lZGli�� . 1 f: �iHiR4 •�arar+Laaa�uaao: : awww AlgLAWp&AW0/0iAR1:8710 AmAwLZAMI .1N7�1aF NYI JAAO •riein�o�ewcwuNd�a�tA�� TI�PBL�CTPS91pPl�Plf��9L�NALRO�DA6f�IU�i1. .' . . ". Alae Tm .COAeANY JOHN .IBARRA:& ASSC�C�i4'1'�S, I�V�: Arot'"alonal L.�ttrid Su 8j Hi mmw: sNam W"aw- . www .• .' • 40.2 A�ami BT.RE'F1',A�1t�1t�8,FL;�4t� .. - . awr- NE 98th STREET ' �r�mraR�r�-war - • - . ARP. p,Rp,vrJ�GW' lO CAP a4rd. 4• tats Lim ONE3TORY f REL 0-l0U ' Loi,10 LQi=14 LOi:t& �►. •.fes BLOpt•180• �. .. • p• J&14' AOC.Pam r •�' 4'CR.F POOL V�yam. � f � .\ .1 ��•..�i.•i. s`j•.Y .: . .' COLA. A'1®'•Cd. •.. . 'rte' y ' . REV!SED PLAT 4F MIAMI* St-tORES SiECT f CSP 8 (•P.S. .43 'P8. 51 ) : . Miami Shores Village �y•�� Building Department g p t .... a�.� 10050 N.E.2nd Avenue Miami Shores,Florida 33138 �— Tel: (305)795.2204 Fax: (305) 756.8972 �ZtiR ► Permit No: kC-14—16 Z y . Page 1 of 1 Structural Critique Sheet -------------- ------------ STOPPED REVIEW Pian review Is not complete,when all Items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf I ILI a 162� ' James F. Biagi PE Consulting Engineer Date: May 1, 2015 RE: Street Address: 1032 NE ge Street. Miami Shores, FL. Permit Number: Contractor: Bodax Foundation, Inc. Inspection Performed: 6 Helical Plies with Haunches To whom it may concern: I have been retained by the owner to perform a special inspection per Florida Building Code 2010. 1 have inspected 5 Helical Piles with Haunches on May 1. 2015 and found the work was done, substantially In accordance with the applicable portions of the permitted construction documents as delineated In the special building Inspection plan and the Florida Building Code High Velocity Hurricane Zone,and all shop drawings,surveys, certificates and product approvals were on site at the time of the Inspection. Very =esooiiure�,`s ® ...... e9ew 46 ; � a..lannes F. B 1, P.E.FL 31467 •. STATE OF40R lVb w�® •o e 1915 NE 45TH STREET,SUITE#107 FT.LAUDERDALE,FL 33308 PHIFAX 954 776 8004 HELICAL PIERS INSTALLATION LOG rCr. Piles LD. Type of Specified Torque installed Torque Penetration Number&Size No: No: Pier (Ft.Lbs): (Ft.Lbs): (ft): of helical: : Date: 5-1-2015 1 P-1 Helical 1300(5465) 5465 13R 12" 14" 25 Haunch 2 P-2 Helical 1300(5465) 5465 26R 12" 14" 25 Haunch 3 P-3 Helical 1300(5465) 5465 14R 12" 14" 25 Haunch 4 P-4 Helical 1300(5465) 5465 14R 12" 14" 25 Haunch 5 P-5 Helical 1300(5465) 5465 13R 12" 14" 25 Haunch 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 .,`A` " F. Project: Mulroney Residence Load: 12.5 Tons •° Contractor: Brackett construction Misc.lnfo: Haunch _ • N . 37 str Address: 1032 NE 98th Street Miami Shores °•° ST OF o•moto Nw J •° ° ° Zqs e p• � .. .v c ®�lp•�� may.. e 0 0, 111afit149t19tlztae �•+ rte` too) , CA O a-� STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850)487-1395 M 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 BRACKETT, DOUGLAS FORREST JR BRACKETT CONSTRUCTION INC 1284 SW 8TH STREET BOCA RATON FL 33486 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses rangeSTATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. 0-0 PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CBC1259623 ISSUED: 08/13/2014 serve you better. For information about our services,please log onto www.myfloridalicense.com. There you can find more Information CERTIFIED BUILDING CONTRACTOR about our divisions and the regulations that impact you,subscribe BRACKETT,DOUGLAS FORREST JR to department newsletters and learn more about the Department's BRACKETT CONSTRUCTION INC initiatives. Our mission at the Department is:License Efficiently,Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, IS CERTIFIED under the provisions of Ch.489 FS. and congratulations on your new license! Expiration date.AUG 31.2016 L1406130001270 DETACH HERE RICK SCOTT,GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION ,i;i- CONSTRUCTION INDUSTRY LICENSING BOARD 9� may: CBC1259623 The BUILDING CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2016 BRACKETT, DOUGLAS FORREST JR BRACKETT CONSTRUCTION INC 1284 SW 8TH STREET BOCA RATON FL 33486 ■ ISSUED: 08/13/2014 DISPLAY AS REQUIRED BY LAW SEQ# L1408130001270 BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S.Andrews Ave., Rm.A-100, Ft. Lauderdale, FL 33301-1895—954831-4000 VALID OCTOBER 1,2014 THROUGH SEPTEMBER 30,2015 ,I DBA: Receipt#:180-2384 AL8CONTRACTOR (RESID 'AL- Business Name:BRACKETT CONSTRUCTION,INC. Business Type:CONTRACTOR) OwnerName:DouGLAs FORREST BRACKETT,JR. Business Opened:01/18/2011 Business Location:1284 SW 8TH STREET State/County/CertfReg:CRC1 3 3 0 3 5 3 PALM BEACH COUNTY Exemption Code: Business Phone:954-691-7887 Room Seats Employees Machines Professionals �i 1 5ti EqV'wxf, �? For Vending Business Only Number of Machines: Vending Type: _ Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Total Paid 27.00 0.00 0.00 0.00 0.00 0.0027.00 i 2 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non-regulatory in nature.You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements.This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location.This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. a' p 3 Mailing Address: BRACKETT CONSTRUCTION,INC. Receipt #ICP-13-00017302 1284 SW 8TH STREET Paid 09/11/2014 27.00 BOCA RATON, FL 33486 P! r �j y� 2014 - 2015 ANNE M. G A N N O N P.O.Box 3353,West Palm Beach,FL 33402-3353 —LOCATED AT'" CONSTITUTIONAL TAX COLLECTOR www.pbctax.com Tel:(561)355-2264 1284 SW 8TH ST Servhu Pain Beuck County Serving you BOCA RATON. FL 33486-8402 TYPE OF BUSINESS OWNER I CERTIFICATION# I RECEIPT#/DATE PAID AMT PAID I BILL# 23.0076 RESIDENTIAL CONTRACTOR BRACKETT DOUGLAS FORREST I CBC1259623 I U14.756461-09!22114 $27.50 1 840161902 This document is valid only when receipted by the Tax Collector's Office. STATE OF FLORIDA PALM BEACH COUNTY B3-168 2014/2015 LOCAL BUSINESS TAX RECEIPT DOUGLAS FORREST BRACKETT LBTR Number: 201100152 BRACKETT CONSTRUCTION INC EXPIRES: SEPTEMBER 30, 2015 1284 SW 8TH ST BOCA RATON,FL 33486-8402 This receipt grants the privilege of engaging In or IIIit191111111111Niel 1111l111111111111tell IIII managing any business profession or occupation within its jurisdiction and MUST be conspicuously displayed at the place of business and in such a manner as to be open to the view of the public. 07/28/2014 12:59 FAX Ca 001 • w BR4%CK-1 OP 0-.Lm CERTIFICATE OF LIABILITY INSURANCE THO CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HQLWJL CEOM"TE DORS NOT AFFWAAWMY OR NEGATNBLY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE BELOW. THIS CERTIFICAT9 OF tti WUNCE DOER NOT CONSTWEE A COACT BE'FWM THE 186WNG INSURER(S).AWHO REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: N an awmeaft solder Is an ADDrM)NAL INSURED,M pollay(les)muet iib endorsee. K SUBROGATION 18 WAIVIED, to the tensa and oolWWon s of the pdkyl,certain polWo may ngulm an endorsbrrent. A etubmird as dds card cats does not coder rigHb the cwdftato in Hou of s. weO�R ort lYtl(tar 6 Ina.OtQLIRvIfIG Fa�01 haste aarrlttt BB1I d, 88434(4-a1�: .....__.____ 8d4-3�a17 7 laud ` MOMA r Unftd Stubm Uabft r Bmk/NtCertab%"OnIm INammra: 1254 sw 8tlt Sheat Boa Raton,FL 53488 -- o: . magma; , COVERAM CERTI IVU ER: TWO IS TO CERTIFY TMT THE POLICIES OF INSURANCE Liam BELOW HAVE BEEN ISSUER TO SHE INSURED NAMED ABOVE FOR Toe 1'OUCY INDICATED. NOIWRHSTANO NG ANY REQUIREMENT,TERN OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT VMN REVECT TO THIS CERTIFICATE MAY BE 156UED OR MAY PERTAIN,TME pNSURANCE AFFORDED BY THE POUCIE3 DESCRIBED HEREIN IS SUBJECT TO ALL THE MS, EXCLUSIONS AND CONDITIONS OP Su0m POLICIES.l9MPrS SHOWN MAY HAVE WIN F4WUCgD BY PAID CLAIMLPan sum T _ TTPBOF 11167'6 4WOU RAL.LIMarry L=ACH oc NE s 11 00,000 A X COMMMUMOEMe"LIAeiIJt71 emeem 06M1/2014 011MIM6 : 00 OAaM,eUM ©OCCUR WIMEW(Anyonaptiftwos PERSONAL a ADV DWW s 1 oeNewv. 7e : 2 .009 X = AUTONoaaa LMOL Y LWr AW AM aOaLY ULKw IPw pmml s _ w r ED 60Dn.TNAMY(pWalwoom I . HIRED AUTOa 0 AUTO& 6 • LALMH 00cm 6Ag1OCCLR71a'J�C@ _ axceaslJae ANTRalm A AIDta1ITL WaWIT VIM -" �pMIA ACCIDENT up IVa pNns+moilrlaNWt'� 8.L st sig � amW3Wn eOFcW aVIQftILACAIM I%IHPMM 40"ADM M.I'll' e�tlL�nr.no�0�hwtwis.lfhet�.WLOirlrpNrN aen� number cg= 59623 CANCELLATION M1AMI$H SHOIA.D ANY OF THE ABOVE DEAD POLICIES BE CANCEU.ED Qia3 Thi}V9gage OT JNlami SAO L TWeIIPIF AIM LATE 1}!�F'. NOTICE WILL BB DE IN 8WIdIng Dgmrlmsnt VM TIM PC=PI ONS. 10050 NE 2 Acre AUTHORMNI NEW Shorn,FL 33138 A�d 019 034M O ACORD CORPORATION. Au fthle ACORD 25(21I10RE) The ACORD=me and logo am ragNosrad LLierlts of ACORD Deas CERTIFICATE OF LIABILITY INSURANCE 1/92015 pruducer. Plymouth Insurance Agency This Certia m%Is issueti as a mates of tMormirtiat ath►and oortfers no 2739 U.S.Highway 19 N. rWft ,e o o CoOkate de not amend,wiltead' Holiday, FL 34691 (727)938-5562 1 Insurers Affording Coverage NAIC# Inwredo South FFFFFast Personnel Leasing,Inc.&Subsidiaries hretaer k Liat insurance convanv 11075 2739 U.S.Highway 19 N. it==B.- Holiday, :Holiday,FL 34691 terc: Insurer D: =T-= insurer E: Coverages any fequJimnsitt,ton OrM1111110 OfWW contnid or olfwdoammit vM respeet to utft file owe maybe Issued or may pertsat ere tro ursrbe aNed bytivapoficimcfesaftedliush Ism to a8 the tmrra,Mkm mus,aryl cMNMMo*Faufi pdkies.Aggregate wrt Ww m may love trees reduced by pout dating. iR ADD g P � Limits LTR 114MRType of Insurance Policy AAIDD (MM/DD GENERAL LIABILITY Each ooaarenc e i Cornmodal General LlabAity Claims Matte 13 occur s 8 Med Exp aggregate limit applies per: Personal AdvY pow ❑Pmjw 13 LOC pM&M-CQVV00p Ago BILE LUMMY C Airy AutD (EA A addeM All Owned Autos BodHy b*ffy Sdmduled Autos peneral Nbed Autos soft M)Y Non-Owred Autos (Per proPoty Daftlap (Poor Aoddent) EXCEM MBRELLA LIABILITY Each Occcermrce occur 1:3 Claire made Agpagate Doducifts A Works Compensation and WC 71949 01/01/2015 01/01/201e X WC Stadr OTH- Einp(oyars!Liability I fty L§rdta ER EJ..Each Aodderd 51.0co coo e>a9 ND E.L.Disease-Ea Employee $1.000,0 K Yes.dests8re under special pvM=below E.L.Disease-Poticy Limits $7.000,0 tOum Lim Insurance Covitinift bi AM.Best Companv ratted M AMB#12616 Descriptions of ehic saftclusions added try Endonblapecial Pra0dons: tgent ID: 91-67-935 Coverage only apples to active erlplo aee(s)of South East Personnel Ling,Inc&Sly that are lased to the fd w bV CBant CorrpW: Bradu tt Cormbvdlay Ina Cow W 0h 8pp9es to hAWN Moored by South East ftsonnel Leashg,Inc.&Subsidies active arms,,while Working he:R. Coverage does not apply to statutory ertplayee(s)or tifterident contractor(s)of the Clent Company or any other erBy. A Iist of the active em;goyee(s)teased to it*Cts Compary can be Obtained by faft a request to(727)937-21M or by caging(727)938-5562. Ptojed Nam DOUGLAS FORREST BRACKETT JR.LICENSE S CBC1269823 AS QUM FIEW FAX 305-7MM72 ISSUE 06.19-14(TLD)/REISSUE 01-09.15(TLD) 712112104 CERVIRCATE HOLOM CANCELLATION MIAMI SHORES VILLAGE anyof0reaboveh—Ho poWnbecwxmWbefteftopka*mdaWamednobsuing BUILDING DEPARTMENT tom or ffebilly of�Wd moa t orora ms ad brae 10050 NE 2 AYE MIAMI SHORES VILLAGE, FL 33138 51�0"��-S mi„ ,,,,,trl Miami shores Village Building Department J�ZOR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305)756.8972 RECEIPT PERMIT M DATE: 10 -1 - C79 — IT cls� JL� I, ❑ Contractor downer ❑Architect Picked up 2 sets of plans and (other) Address: I o 73 z 0 E S k-U, S 6 From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: J&-t - - PERMIT CLERK INITIAL: RESUBMITTED DATE: PERMIT CLERK INITIAL: ♦S%C.I a �r of6• •1568" Miami shores Village 7 �� Building Department AOR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT#: DATE: n),- 1A , ),.- / I, o Contractor MEj v'bwner o Architect Picked up 2 sets of plans and (other) Address: I Q- D �— _ �C-- `T From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: r(Signature) PERMIT CLERK INITIA . RESUBMITTED DATE: -Z,�rLvhl�; PERMIT CLERK INITIAL: a •••• :....� Miami Shores Village � .� Building Department �pR ► 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Faz: (305) 756.8972 RECEIPT PERMIT* l DATE: I, '0Q �as 9'e"C//,p (q 4ontractor (NAME) o Owner o Architect Picked up 2 sets of plans and (other) ,1� l Address: 1'03a- /loaf l f� --'� ,��yll4'-CX4-Q04,r S-�Grw From the building department on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: (Signature) PERMIT CLERK INITIAL: RESUBMITTED DATE: I l PERMIT CLERK INITIAL: �-A Miami shores village S °R�s � ��2 BuildingDepartment p t 10050 N.E.2nd Avenue Miami Shores,Florida 33138 --- Tel: (305) 795.2204 Fax: (305)756.8972 R Permit No: C I y _ f 6 Page 1 of 1 Structural Critique Sheet t4 it4 STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the resubmittal drawings. Mehdi Asraf Miami Shores Village Building Department live, aa,� 10050 N.E.2nd Avenue Miami Shores,Florida 33138 ' Tel: (305)795.2204 ARS, Fax: (305)756.8972 Page 1 of 1 Permit No: 9 Structural Critique Sheet 1 S- L aa�-�e�s tam 7 C.�,c.0 IfV j 49 � JA i '/ZG Cr¢�.pp..�'�^c r4 v o T►'�-P CCl C-LlX." b-3 Qc.Ye- a - I D Z Go . of&–M't LL^er ( .� 1 `��G�•�'1 Mti s��(i bbl .�v l vw.� � .�.1,•� ► �vl,� C�rv1.� ��cam. � �'�U STOPPED REVIEW Pian review is not complete,when all Items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the re-submittal drawings. Mehdi As`raf Miami Shores Village Building Department line. 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Geos° Tel: (305)795.2204 �'jpR�► Fax: (305)756.8972 CITY V3Uj/y AC Iq - Page 1 of 1 Permit No: 1; 0py Structural Critique Sheet C Iiw Y-Q G YO r l'c�lX �� v;M/`rC4 @L yt' ltA- t, • c C• .moi N O T 9 C'q a L-5 'd-e,VV%ce � a A ! 14181 Sj ICS. t- i Y11'Y J�'��- "`''� ' � .G�S' �„•-,� Ott., �, w(6z S /46 1'�(�.✓��..P� �a t � X�Y l Caw.. M �f y Y v z� LL )Y . �d C—,r-p-- -R1 , LII, 1-40f G� . '7 4 w,.e,V-�II^� 1,1.E G �ovt Ltw� -� � CL'►.✓) cTv► � 'J e� � C'r� ;'�fG(�tc�-� . STOPPED REVIEW 4,.11a o� coo � Plan review is not comphWe,when all Items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and Include one set of voided sheets In the re-qubgnI 1 drawings. 0 Miami Shores Village c�Z in Department � g p E. nd Avenue,Miami Shores,Florida 33138 DEC .� 2013 Cft ( 5)795-2204 Fax:(305)756-8972 BY: NE PHONE NUMBER:(305)762-4949 44=� FBC 2014 r ` B I Master Permit No&L — I�lz`7 ERMIT APPLICATION sub Permit No. ❑BUILDING AfELECTRIC ❑ ROOFING REVISION EXTENSION ❑RENEWAL []PLUMBING ❑ MECHANICAL [--j PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP �y CONTRACTOR DRAWINGS JOB ADDRESS: I �C- + 57772 !:7— City Miami Shores County Miami Dade Zip: 33/ �. Follo/Parcel#:a;.L—�0� -O ��! 3Z(- Is the BuUding Historically Designated:Yes NO Occupancy TypeS, Load:&W Construction Type:��_Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): ) 0 3?, N E%S�� 0.-- hone#:&0 71`f 6"-5q-06 Address: l 0 3'2. JJ 412 S T 2JEE L City: . �+- S b(l��S State: - L Zip: Tenant/Less Name* Phone#: Email: e C©' CONTRACTOR:Company Name: `1(2 11 C. 6(Z40 Phone#: 305 90 Address: 49 �>, lJl.) 5 J City:� -Qel Stater Zip: 3 l2' Qualifier Name: Phone# State Certification or Registration#: 0 1 Certificate of Competency#: 1 0 DESIGNER://Architect/Engineer: :T A A�Jt4F4ftAN k=-- Phone#: lat�3��- 7eJ��0� Address: em t; I City:8dCAr aA: &r4! State: Zip: 3 3 q Value of Work for this Permit:$ �2-,/d o c. Square/Linear Footage of Work: 2 . 65-D Type of Work: ❑ Addition Ej Alterationj) ElNew L ❑ Repair/Replace El Demolition Description of Work: 12"114 e W-I rf- T 0V'1,S 0 �• 6l�ds�1,z Specify color of color thru We: Submittal Fee$ Permit Fee$ 7ACjP A-P _ CCF$ CO/CC$ Scanning Fee V!�;F .(10 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 low 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 instrument was acknowledged before me this The foregoing instr ent was acknowledged before me this I CO' day of �e:s*�ae►l� ,20 J5 ,by IG day of 20 L S ,by who is personally known to t who is personally known to me or who has produced as me or w o has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign' Print: Print: T'Cr Seal: odey .,��a:�r,�V Hemher Mulron� Seal: `. �'¢�/� ,; r s CWMUN u�1z =�e ;� CIDI18YNSSI�1#FF125227 = c" EXPIRES: May 21 2018 EXPIRES: May 21, 2018 �_ ' �� `o NNOTARY.COM 40 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014)