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RC-17-2993 (5)I Department of Regulatory and Economic Resources MfAtill-DADE Impact Fee Assessment Process Number: M2018014251-0 Batch: Collection Number: Folio: 1132050100210 Site Address: 1234 NE 94 ST Fee Payer: Assessment Date: 07/02/2018 Disclaimer Note: ROADIFIREIFOUPKS impact fees will increase on 101112018 Online Payment available at: https.-IlwwwB.miamidade.govlappalrerlimpactFeesPaymentsldefaultaspx Payment can be made by Credit Card, Cash, Check or Cashiers's Check Payable to Miami Dade County Fee Type Dist Id Category Cat Category Description Units Fee Extended Amount Deferred Code Sufix Amount AREA $0,00 1.0 5002 00 UNIT SIZE (SQ FT) # 1,081 $0.9180' $992.36, Assessment Total Amount: $992.36 Deferral Amount: $0.00 Current Balance Due: $992.36 Report run on: July 02, 2018 11:53 AM Page 1 of 1 "7C"z0 /x Di�, S-- I NOTE: ALL`_ -SHEETS MUST BE REVIEWED MIAMI-DADE COUNTY DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES Herbert S. Saffir Permitting and Inspection Center 11805 SW 26th Street (Coral Way) • Miami, Florida 33175-2474 • (786) 315-2000 APPLICATION FOR MUNICIPAL PERMIT APPLICANTS THAT REQUIRE PLAN REVIEW FROM MIAMI-DADE FIRE RESCUE AND/OR ENVIRONMENTAL SERVICES PROVIDE MUNICIPAL PROCESS NUMBER HERE u) Job Address �a3 Contractor No. � LL ow Z Folio h- 3�5 _ t�ID - 03110 Z oo �� Last four (4) digits of Qualifier No. o w � > Lot Block a a Contractor Name 00 O a Subdivision PBpg o z Qualifier Name Address City State Zip Metes and bounds [ ] New Construction on [ ] Demolish (� Current use of property U) Vacant Land Alteration Interior [ ] ell Only LLw [9ditionAttached N Description of Work 02 [ ] Alteration Exterior [ M Addition Detached I o [ ]Relocation of Structure [ ] Re -Roof /{(� 14A- Sq. Ft. %� Units Floors a [ ] Enclosure [ ] Foundation Only [ ]Repair [ ]Tent �e [ ] Repair Due to Fire Value of Work [ MBLD� �� [ ] Chg. Contractor OwnerU 0 Address 123`i �c qZ4 r N a [ ] Re -Issue w z [ ] MELEory N [ ] Re -Stamp City �MKKI 5�09A—S State Zip33 513 ¢ [ ] MPLU w [ ]Revision N w Phone a [ ] MLPG [ ] MMEC > [ ] Not Applicable for 3 Last four (4) digits of [ ] FIRE Fire 0 Owner's Social Security No. N Name t�121 bt0A /JOA Owner 13f 4\0)zr' z a. cc w w Address 300 M2-AC-ON AVE -h 330 Address ��0� �� TOZ4Z__ r7 Y City �li3l.�S State Zip �3l 3 Li v Z City � I i StateLU Zip 33 tuq a a Phone�7) �53- SoZ 7� a Cr W Phone J Z ^ 1 am requesting a Special Request Plan Review (SRI) to be scheduled as soon as possible. There is a minimum charge of a g cc one -hour. Please contact the Fire Department for current rate. Vacn w 15t Request: Date: can w w>> M w ¢ 2 d Request: Date: cc 31d Request: Date: If the applicant is a known named violator with: unpaid civil penalties; unpaid administrative costs of hearing; unpaid County investigative, enforcement, testing, or monitoring costs; or unpaid liens, any or all of which are owed to Miami -Dade County pursuant to the provisions of the Code of Miami -Dade County, Florida, a hold on the review may be placed on this application. 123 01-192 5/17 5 CATEGORY BUILDING BUILDING PERMIT CATEGORIES DESCRIPTION 19 PERMIT TYPE 01 GENERAL BUILDING -COMMERCIAL MBLD 02 SUB -GENERAL BUILDING -RESIDENTIAL MBLD 08 CANVAS AWNING MBLD 10 COMMUNICATION TOWER MBLD 15 DEMOLITION MBLD 29 METAL AWNING & STORM SHUTTER MBLD 48 SCREEN ENCLOSURES MBLD 51 MURAL SIGNS (NON -ELECTRICAL) MBLD 55 SWIMMING POOL MBLD 56 TENNIS COURTS (SURFACE PAVING) MBLD 86 TRAILER TIE DOWN MBLD 88 WALK-IN COOLER MBLD 91 MARINAS MBLD 92 LOW SLOPE APPLICATIONS (GRAVEL, SMOOTH MODIFIED, SINGLE PLY) MBLD 95 SHINGLES (ASPHALT, FIBERGLASS) MBLD 96 SHINGLES (METAL ROOFS/WOOD SHINGLES & SHAKE) MBLD 97 STAGE 2 VAPOR RECOVERY SYSTEM MBLD 99 SOIL IMPROVEMENT MBLD 0100 BULK STORAGE PROPANE TANK MBLD 0101 REMOVABLE STORM PANELS MBLD 0107 TILE ROOF MBLD 0110 WATER MAIN MELD 0111 SITE PLAN MBLD 0112 INDOOR EVENT/EXHIBIT MBLD ELECTRICAL 04 FIRE ALARM SPECIALTY MELE 16 SPECIALTY WIRING MELE 38 GENERATORS MELE 40 BUILDING PUBLIC RADIO ENHANCEMENT SYSTEM MELE PLUMBSNG 0020 SEWER CONNECTION TO PUBLIC SYSTEM (THIS CATEGORY IS USED WHEN NO BUILDING PERMIT EXIST) MPLU 0024 INTERCEPTOR/GREASE TRAPS (REPLACEMENT OR INSTALLATION THAT IS NOT PART OF A BUILDING PERMIT) MPLU LPGX 01 LIQUEFIED PETROLEUM GAS MLPG 02 MISCELLANEOUS MLPG 04 LIQUEFIED PETROL. GAS/STATE MLPG MECHANICAL 09 ABOVE/BELOW GROUND TANKS/PUMPS & POLLUTANT STORAGE SYSTEM MMEC 38 COMMERCIAL HOODS MMEC 43 FIRE CHEMICAL MMEC 46 SPRAY BOOTHS MMEC 48 SMOKE CONTROL MMEC 52 RESIDENTIAL ELEVATOR MMEC FIRE 32 FIRE SPRINKLER FIRE Dade 1•r '•' 6� Resources CONTACT INFORMATION F LICATION FIRST NAME (print clean) LAST NAME (p, ;rr; ch ;u ; gjWA AIDA MOBILE PHONE OFFICE/HOME PHONE EMAIL (regaired so you can be notified on the status of your plans) COMMENTS I / Z -7 i If you are submitting a municipal plan, please provide the municipal process number(s) and ensure the municipal application is in the office set of plans. ' pp Please indicate if plans are: ❑ GOV'T PROJECT/DEPT ❑ GREEN BLDG* (new construction only) ❑ PACE PROJECT* ❑ AFFORDABLEIWORKFORCE HOUSING* ❑ ECONOMIC SIGNIFICANCE* ❑ CONCIERGE (*Pursuant to Ordinace 99-140; Ordinace 05-115; and Ordinance 08-51. Project may have additional requirements.) REQUESTED PLA REVIEWS (check all that apply for rework) El ALL ElBLDG/HCAP DERM ❑ ELEC ❑ ENRG ❑ FIRE ❑ ROOF ❑ LANDSCAPING ❑ MECH ❑ P!;'vMI�8 ❑ZlS I ElPWCC El SIGN ❑ STRU ElZNPR AS ® ❑ LPGX ❑ PERMIT AFFIDAVIT CHECK ❑ SHORT TERM EVENT AFFIDAVIT OPTIONAL PLAN REVIEWS (check all that apply) ❑ BLDG ❑ ELEC ❑ MECH ❑ PLUM ❑ STRU OPR DERM INITIAL REVIEWS (check all that apply) ❑ DERM CORE ❑ DERM SPECIALTY (You will be notified after core review is complete for additional fees) OPR DERM REWORK (OPR for specialty only available at PIC) ❑ TREE ❑ GREASE ❑ ASBESTOS ❑ COASTAL ❑ AIR ❑ TANKS ❑ INDUSTRIAL ❑ WETLAND ❑ PRETREATMENT ❑ CORE ❑ FLOOD ❑ PAVING & DRAINAGE APPLICATIO DATE CLERK PROCESS NUMBER/ ll PROCESS NUMBER _ ❑RW%SSUE i4115<42'�—1 PROCESS NUMBER PROCESS NUMBER ❑ PLAN REVISION ❑ REWORK ARRIV.ALTIME C-,?., 3 PROCESS NUMBER PROCESS NUMBER ❑ SHOP DRAWING 1 MIAMI•R Permitting and Inspection Center, 11805 SW 26th Street, Miami, Florida 33175-2474 T 786-315-2100 miamidade.gov/permits 123 01-249 4/18 Is J MIMIAIM DE MIA MI-F �. DEPARTMENT OF REGULATORY �., .IOMIC Building Representative/Specialist Name: Process Number(s): RESOURCES __7 / Z Date: 2 *MUNICIPAL APPLICATIONS WITH A DERM REVIEW REQUIRES DERM STAMP AFTER PAYMENT IS MADE. ...•A? READY FOR ❑ Yes (Please proceed to the Cashier Section) No (Please check below for pending and/or disapproved reviews. Please note: Disapproval comments are attached to the office copy of the plans) I PLANS ARE NOT •„PERMIT FOR THE FOLLOWING• ❑ Impact Fees (Please proceed to Windows 9, 10, or 11 near the Cashier Section) ❑ Owner's Quiz required (Please proceed to the 2nd Information Counter) ❑ Permit By Affidavit/ShortTerm Event—CCHK ❑ CQUA (Please proceed to the 2°d Information Counter) ❑ DBLB (Please proceed to the Building Code Violations and Unsafe Structures Office located on the 2nd floor, Room 230) ❑ Contractor Licensing Section - Located on the 2nd floor, Room 207 ❑ Zoning Services Section, Room 106 PLANS ARE PENDING THE FOLLOWING REVIEW(S) / AGENCIES: ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Building ❑ W.A.S.D. ❑ Structural ❑ Zoning ❑ Planning ❑ D.E.R.M. ❑ P.W.I.F. ❑ Fire ❑ Public Works ❑ Public Works Concurrency ❑ HRS ❑ EFUS / ENFC (Please proceed to the Building Code Violations and Unsafe Structures Office located on the 2nd floor, Room 230) ❑ DRY RUN / PERM (Please proceed to the Permit Records Section —Windows 9-20) PLANS HAVE BEEN DISAPPROVED BY THE FOLLOWING BUILDING DEPARTMENT ,DISCIPLINES AND/OR AGENCIES: Disapproval comments for the following disciplines can be addressed at the 2nd Information Counter Tuesday through Friday during the hours of 7:30 a.m. through 12:00 p.m. ❑ Plumbing ❑ Electrical ❑ Mechanical ❑ Building ❑ Structural ❑ Roofing ❑ Planning ❑ Zoning Disapproval comments for the following Agencies can be addressed at their respective counters located behind the 1 Information Counter on the 111 floor. )(D.E.R.M. ❑ Fire ❑ Public Works ❑ HRS W.I.F. 0 Public 6 Works Concurrency W.A.S.D. (located on the 1 s2 floor —Room 140) '++ . * . • •nDE • Water and Sewer • • .+ PO Box 330316 • 3071 SW 38 Avenue �tMMF,•, Miami, Florida 33233-0316 T 305-665-7471 • • • • •• • VERIFICATION FORM • • • e • stt THIS FORMS NOT VAkICAWITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM • • • • • • • • to • • ATLAS PAGE: D-8• • + • LNsV#: 51712 FORM #: 201872500 DATE: 7/17/2018 • NAME OF 4#4BRO: !ELF BRAVO / M2018014251 1 PAIPERTY ADC ESS: . 1234 NE 94 ST PROPOSED•USAGE / ADDING 1,781 SF TO AN EXISTING 2,444 SF SFR TOTALING 4,225 SF PER ARCHITECT LETTER NO. OF UNITS: REPLACES: PREVIOUS jSFR PER PTXA & CCB PREMISE 3622415200 USAGE / NO. OF UNITS: j PROPERTY LEGAL: ;MIAMI SHORES BAY VIEW PB 40-16 LOTS 23 & 24 i FOLIO NUMBER: r 11-3205-010-0210i GALLONS PER DAY INCREASE: 100 PROPOSED FLOW: 310,1 PREVIOUS SQUARE FOOTAGE: 2,444 ❑ NEW CONSTRUCTION PREVIOUS FLOW: 210 i PROPOSED SQUARE FOOTAGE: 4,225 �1 INTERIOR RENOVATION ADOPTED FLOW: p lI ❑ CRITICAL HABITAT SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) _6_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GO ERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAW Guam Hurtado - New Business BY: Representative SIGNA JRE OF RE RESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: JVCC'S=$139.00 VF=$30.00 WSC=$90.00 TOTAL=$259.00 —IF NEW SERVICE REQUIRED ON OWNER'S EXPENSE ALLOW 8 TO 10 WEEKS — THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _—_ INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE AKE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTS SYSTEM MUST BE OBTAINED F D.E .M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: ONE HUNDRED [10 G L N PER DAY INCREASE. Liiiarn Hurtado - New Business BY: 1A Representative SIG ATURE OF REP ESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: Subject to RER terms & conditions set forth in Consent Decree (Case No.1:12-CV-24400-FAM) or DOH Onsite Sewer Treatment & Disposal Rules & Statutes THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. CONTACT NAME: CONTACT_13�4O91 BY: Printed On: 7/19/2018 NB: Liliam Hurtado 4:28:42 PM PR: July 4, 2018 Miami -Dade Water and Sewer Department REF. PROCESS NUMBER: M2018014251 Dear Sirs, This letter is to state that the existing house area under A/C is 2,444 SF and the new area under A/C would be 4,225 SF including the auxiliary structures. • • • • • • • •••o � FLO�. alldixro Bran ' • AW97440 X.� As ••• ..� • • • BRED AR � 5791 SW 74 th Suite 39 Miami, FL 33143 786 677 3456 alejandro@branger-arch.com www.branger-arch.com A Water and Sewer PO Box 330316 • 3071 SW 38 Avenue Miami, Florida 33233-0316 T 345-665-7471 VERIFICATION FORM miamidade. ov THIS FORM IS NOT VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE ON FORM ATLAS PAGE: D-8 INV# 51712 FORM #: 201872500 DATE: NAME OF OWNER: PROPERTY ADDRESS: PROPOSED USAGE / NO. OF UNITS: REPLACES: PREVIOUS USAGE / NO. OF UNITS: PROPERTY LEGAL: 7/17/2018 ELI BRAVO / M2018014251 - - ---......_.._._..._..- --._....._._..............._......_._.......__............._._.._._..._..._._..- - -- - --------._......_.._..._._......................_...._.._...__.._._...----.. _......._._........_......._........_._.__......._..._..---......_—.....__...._-.._..._..-.. --..._...__._..._..__..._........_............._.._..._........_....._................_.._...._..__....-._......... - - -..._.._.........-- 11234 NE 94 ST ADDING 1,781 SF TO AN EXISTING 2,444 SF SFR TOTALING 4,225 SF PER ARCHITECT LETTER PER PTXA & CCB PREMISE 3622415200 VIIAMI SHORES BAY VIEW PS 40-16 LOTS 23 & 24 FOLIO NUMBER: j 11-3205-010-0210 GALLONS PER DAY INCREASE: 100 PROPOSED FLOW: 310 PREVIOUS SQUARE FOOTAGE: 2,444 ❑NEW CONSTRUCTION PREVIOUS FLOW: 0 PROPOSED SQUARE FOOTAGE: F 4,225 Q INTERIOR RENOVATION ADOPTED FLOW: 0 ❑ CRITICAL HABITAT ❑ SEWER ONLY THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES HAVE A(N) 6_ INCH WATER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GO ERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL-) A NEW BUSINESS COMMENTS: Liliam Nurtado - New Business Representative AUTHORIZED BY ...__._._......._................ _....... ._........... - ... _... _....... ........... ...... - - --- WCC'S=$139.00 VF=$30.00 WSC=$90.00 TOTAL=$259.00 ***IF NEW SERVICE REQUIRED ON OWNER'S EXPENSE ALLOW 8 TO 10 WEEKS*** THIS IS TO CERTIFY THAT THE MIAMI-DADE WATER AND SEWER DEPARTMENT DOES NOT HAVE A(N) _ = INCH GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY. WE ARE WILLING TO SERVE THE SUBJECT PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE OF SEWER SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID # N/A). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENT'S SYSTEM MUST BE OBTAINED F D.E, .M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT WILL BE: ONE HUNDRED [10 G L N PER DAY INCREASE. Liliam Nurtado - New Business BY: k LA Representative SIG ATURE OF REP ESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS Subject to RER terms & conditions set forth in Consent Decree (Case No.1:12-CV-24400-FAM) or DOH Onsite Sewer Treatment & Disposal Rules & Statutes THIS VERIFICATION LETTER CERTIFIES THE AVAILABILITY OF A WATER AND/OR SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5360. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. CONTACT NAME: A A N Printed On: 7/19/2018 NB: Liliam Hurtado CONTACT RMHDN :.-4 53 ', 4:28:42 PM PR: BY: Ar I MIAMI-DADE COUNTY DEPT. OF REGLLATORY & ECONOMIC RESWRCES 88/09/2018 10:28 REGISTER TCPM939I CENTRAL. CASHIER CARIDAD TRANSACTION #: 281808098022 PROCESS PERMIT FEE ME X2018203905 $259.00 TOTAL : $259.00 CHECK TENDERED : $69.80 TOTAL : Y�W $259.00 CHANGE ISSLED : $0.80 CHECK #(S): 1990 $259.00 M I AM I-DOADE MIAMI-DADE COUNTY PlIAMI-DADE COUNTY DEPARTMEN-r OF REGULATORY AND E RESOURCES 8 A 2`6 S - r, !,_R EF - F M T Al"ll, FL 33175-2474 f _JtD._j 1-000 MIP.:3 C E L L A PlIEF) U cS- RECElf"T RR PERMI-1 CONSULTANT TNC 3 "'00 CON CORAL GABLES, FL REVIEW F - c- i... .... .... rEEUN IT T DE S C F%) '1' P T 10 1 LiNI TS DEC' 000000000 __j 0 . .. . ..... . .. . .............. ................ .. 0 .T A L ,L Water & Sewer Department New Business Office P.O. Box 330316 Miami, FL 33233-0316 Invoice Number Customer Number Invoice Date Business Process Number (X) Total Amount Due RR PERMIT CONSULTANT INC 300 ARAGON AVE #330 CORAL GABLES FL 33134 Note: WCCS FOR ADDING 1,781 SF TO AN EXISTING 2,444 SF SFR TOTALING 4,225 SF @ 1234 NE 94 ST LOT 23 & 24 FO 11-3205-010-0210 M2018014251 VF 201872500 ER Water ER Sewer Agreement ID Invoice N00051712 00005440 August 9, 2018 2018203905 $259.00 Description JO/Agmt Qty UOM Unit Price Charge Arnt Interest Line Total CC WASD Water 100 GPD 1.39 139.00 0.00 139.00 VF Res (R-A) Water 1 EA 30.00 30.00 0.00 30.00 Water Alloc Cert Initial 1 EA 90.00 90.00 0.00 90.00 Total Standard Charges $259.00 Total Invoice $259.00 NIANI-DADS COl1iTY DEPT. OF REGILATDRY & ECONOMIC RESOl1RCES *VG9/2818 16:28 REGISTER TCPH939I CENTRAL CASHIER : CARIDAD TRANSACTION /: 281898098Yi22 PROCESS it • XN182839a6 CHECK TENDERED : $39.00 Printed on 8/9/2018 by E152949 at WESTOFFICE CHECK #(S): 1998 $2S9.06 To pay online go to: htto�//www m'amidade goy/water/construction-development-payments = Payment must be made within 72 hours of receipt of invoice. SNORES fail, 0111. Islas 1 Miami Shores Village g Building Department F�ORiDp` 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 - Fax; (305)756-8972 RECEIPT PERMIT #:� � �1C' S DATE:�- ❑ Contractor ❑ Owner �,g Architect Picked up 2 sets of plans and (other) Co Oarl C -( LG" Address: (Z3 4 J r7 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: PERMIT CLERK INITIAL: '_ 4 RESUBMITTED DATE: r PERMIT CLEARK INITIAL: tbove are corrected, we will do a complete :he plans and replace with new revised in the re -submittal drawings. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Building Review DATE: 09-13 -2018 Permit No. 17-2993 (P)1. Provide detail, itemized job cost estimate for the entire project. Include the cost of materials, labor, overhead and profit. Also, please make sure to include the cost of all items to be provided by the property owner, including built-in appliances. (P)7. Sheet A 1 1 -0 1 and A 1 1-05. Finish floor elevation. The lowest finish floor of all habitable spaces and equipment pads should be a minimum of 8.67 NGVD. Master suit addition still show a 8.55 elevation. (P)8. Flood vents. Provide dimension and area calculation for the flood vents. The flood vents should be located on opposite walls and should provide a minimum of 1 square inch per each square feet of crawl space area. (P)l 1. Sheet L-5. Metal fence and gates should comply with the requirements of section R4501.17.1.4.4, R4501.1.5, and R4501.17.1.8 See markings in office set. The distance between the top of the bottom rail and the top of the top rail should be 45". The opening mechanism should be 54" above the bottom of the gate. 15. Cloud in all changes, mark with delta and date. Do not remove void sheets from set mark as office copy. Legend: (P) Pending (A) Approved Ismael Naranjo, BO Building Director Email: boLd),msvfl.gov ♦ SNoREs ivit mail um. Billet" Miami Shores Village g 114 Building Department ORiDp` 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 • Fax; (305)756-8972 RECEIPT PERMIT #: r - Z _ I J DATE: C%Ji I z '15 V0 ❑ Contractor 9 Owner ❑ Architect Picked up 2 sets of plans and (other) Address: / Z5 1vF Z� 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: PERMIT CLERK INITIA 0-j 4--� 4::A RESUBMITTED DATE: C) PERMIT CLEARK INITIAL:`° Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING REVIEW DATE: 07-18-2018 Permit No. 17-2993 1. Provide detail, itemized job cost estimate for the entire project. Include the cost of materials, labor, overhead and profit. Also, please make sure to include the cost of all items to be provided by the property owner, including built-in appliances. ✓2. Provide geotechnical soil investigation and recommendations. 1803 of FBC. IJ It- 5- 3. Provide area calculations for the reconfigure space. -44 DERM, WASA, DOH, And Impact fee section approval required. Site plan, sheet A11-00. Reflect the location of all utilities servicing the building. Section 8-10 of Miami Dade County Code. ✓6. Sheet A11-01. Reflect change of elevation at all exterior doors. 7. Sheet A11-01 and A11-05. Finish floor elevation. The lowest finish floor of all habitable spaces and equipment pads should be a minimum of 8.67 NGVD. AW7_464 t"/ f -mac/ s7s/� 8. Flood vents. Provide dimension and area calculation for the flood vents. The flood vents should be located on opposite walls and should provide a minimum of 1 square inch per each square /feet of crawl space area. -9. Sheet A21-00. Provide window and door glazing requirements. Information should be obtained from the energy calculations. Sheet A30-00. Finish floor elevation should be no less than 8.67 NGVD. 11. Sheet L-5. Metal fence and gates should comply with the requirements of section R4501.17.1.4.4, R4501.1.5, and R4501.17.1.8 co 11�/2 i Sheet A30-00. Specify the intended use of the attic space above the master suit. 3. Sheet S00-00. According to the information provided on the cover sheet, this project was design to comply with the requirements of the 2014 Florida Building Code. Please make sure structural plans reflect the correct code. 14. Sheet 503-00. Provide details and specifications for the purlin connections. Please take a look at the architectural plans for insulation requirements, a 2x4 will not allowed the proper support for a five inch, R-30 Insulation. 15. Cloud in all changes, mark with delta and date. Do not remove void sheets from set mark as office copy. Ismael Naranjo, BO Building Director Email: bo(,msvfl.gov ,5w°Rvsy� Miami Shores Village Building Department 10050 NE 2"d Ave. ORtDP' Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 6/21/18 Permit No.: RC17-2993 Project Address: 1234 NE 94T" ST Page 1 of 1 1. SITE SPECIFIC GEOTECHNICAL REPORT, SIGNED AND SEALED BY FLORIDA ENGINEER, IS REQUIRED FOR THE DESIGN SPECIFICATIONS FOR ALL PILE FOUNDATIONS IN COMPLIANCE WITH SECTION 1810, PROVISIONS OF THE FBC 5`h EDITION (2014) CODE. 2. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5TH EDITION (2014) CODE B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 1. PILE FOUNDATIONS 2. SOIL COMPACTION 3. STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE w SHp;ys Miami Shores Village Building Department 10050 NE 2"d Ave. i F�OAIDP' Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: Vspecial Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for _ Trusses > 35 ft. long or 6 ft. high %,S%el Framing and Connections welded or bolted oil Compaction Precast Attachments Roofing Applications, Lt. Weight. Insull.Conc. �herpi 1 Afile. Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by 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 Shores 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 Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .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 work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print Miami Shores village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: 7/10/2018 Permit No: RC-12-17-2993 PLUMBING REVIEW - STILL PENDING,Show location of septic tank and drainfield. Derm and HRS reviews required AND SHOW GENERATOR SET BACKS. Reviewer: Maykel Massanet 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 re -submittal drawings. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 RECEIPT PERMIT #: f) C \1 " Zqq S DATE: Aan 3 t S_- Z o I I, )A3 0-"D 5rLA"(Eq" C'&— - � ? (Name) ` ❑ Contractor ❑ Owner ;Architect Picked up 2 sets of plans and (other) bzV rn P's Co( Address:�— 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 quilding Department to Signature: TUR ) PERMIT CLERK INITIAL: permitting process. `% U — SET C(," F(Piq S 0 AS RESUBMITTED DATE: CAL PERMIT CLERK INITIAL: Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: 01-09-2018 Permit Number: RC-17-2993 Rejection Comments: l . D RM tree section and Health Department approval required. 2. Miami Shores Village approval required. �. Plans provided are incomplete. Provide a full set of plans with details and specifications as required under section 107.2 of the 2014 Florida Building Code, and section 8-10 of the Miami Dade County Code. Ismael Naranjo, BO Building Director F,mail: bo(u,msvfl.gov �%SNOHfS ��Gf Miami Shores Village Building Department � T 10050 NE 2"d Ave. 0Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 12/26/17 Permit No.: RC17-2993 Project Address: 1234 NE 94T" ST. Page I of I 1. PROVIDE TWO COPIES OF THE GEOTECHNICAL REPORT, SIGNED AND SEALED BY FLORIDA ENGINEER, AS REFERENCED AND NOTED ON SHEET S00-00. 2. PROVIDE TWO SETS OF THE COMPLETE STRUCTURAL WORKING DRAWINGS THAT SHOW THE FULL SCOPE OF WORK TO BE CONDUCTED UNDER THIS PERMIT. ALL PLANS AND RELATE DETAILS MUST BE DRAWN TO SCALE IN COMPLIANCE WITH THE PROVISIONS OF CHAPTER 8, MIAMI- DADE ADMINISTRATION CODE. 3. MUST SUBMIT PROPER STRUCTURAL PLANS IN ORDER TO COMPLETE THIS REVIEW PROCESS. ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: RC-12-17-2993 Planning Critique Item must be reviewed by the planning and zoning board. Travis Kendall 305-762-4864 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 re -submittal drawings. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: RC-12-17-2993 ELECTRICAL REVIEWER COMMENTS Need electrical plan and permit ap-plication. Devaney Michael Electrical Inspector and Plan Reviewer 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 re -submittal drawings. Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: RC-12-17-2993 Mechanical Critique — Jan Pierre Perez need mech plans 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 re -submittal drawings. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Permit No: RC-12-17-2993 PLUMBING — Rafael Hernandez • Provide plumbing plan. Show location of septic tank and drainfield. Derm and HRS reviews required. 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 re -submittal drawings. Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING REVIEW DATE: 07-17-2018 Permit No. 17-2993 e ' US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 ` T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . RESPONSE TO BUILDING DEPARTMENT COMMENTS FOR 1234 ALEJANDRO RESIDENCE REVISION #01 •••••• -•�Ll1 _ -_ I LOCATED AT: 1234 NE 94TH STREET MIAMI SHORES, FL 33037 rri ` A �h • i u� •!*Ya0lo4id PTA61706, AUGUST 13, 2018' !o /�;`f'`�Q••.......••' ``fie. ,fly'" cF-?' l�/I11111110 \\ ffUS STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . . . . . . . . August 13, 2018 Miami Shore Village Building Department Re: 1234 ALEJANDRO RESIDENCE— Revision #1 Permit No. 17-2993 Dear Sir: .... . . .... ...... With this letter we would like to clarify the following revisions to the plans .".'. ...... .. . ...... J1KUC:l UKAL KEVIEW C:OMMEINTS DATED 06/21/2018-14KhYO1NNE Comment No. RESPONSE "" " " • Site specific signed and sealed geotechnical repoU shall br Mbfhitted , 1 by geotechnical engineer. • • • • • • • Two (2) copies of special inspector forms fo• ...... r: A) Reinforced Masonry -per section 2122.4 bf ;BC �c4 %d.. • (2014) Code. so 0 B) Miami Dade County Administrative Code Article II, Section 2 8-22. 1- Pile Foundations 2- Soil Compaction 3- Steel Framing and Connections. STRUCTURAL REVIEW COMMENTS DATFD 07/1R/7(11R-RF.CP0NCF. Comment No. RESPONSE Sheets S00.00 and S00-01 have been updated to reflect the FBC 13 2014 as it was the one used for the project design. Sheets S03-02, S03-03, S03-04, and S03-05 have been revised and 14 updated for the purlins to be 2x6 for the required 5" thick R-30 insulation. Detail for purling connection has been included. All changes have been clouded, marked with delta, and dated. 15 11. 1 ' US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . Please let us know if you have any further questions or require additional information. Best Reg. SIGNED: REG. NO COMPANY: Optimus Structural Design LLC ADDRESS: 7850 NW 146 Street, Suite 305 Miami Lakes, Florida 33016 S.I. NO: # 7021292 •••• 0000 Y • • • •••••• •r • •••••• • •••••• •••• •• •• ••••• •••••• . • ••••• . . . . % ...... .... . . ..,... es 0 • .. ' MUS STRUCTURAL DESIGN LLC r. CONSULTING ENGINEERS '�- 7850 iVtiv 146 Street, Suite 305, Miami Lakes, F1330 lt; � • • • • • • • • • T. 305.512.5860 F. 305.512.5861 ' • •' • • .' www.optimussd.com • • • • • • • • • • • • • • . . . . . . . . . . . . . . . . . . . . i.•• ...... .. i• i• . . .:... ..... LETTER OF TRANSMITTAL .. .. ...... . ...... . • . . . . ...... DATE: 08-31-2018 • • FROM: TO: Alejandro Branger, AIA. LEED AP BD+C Jose A. Gutierrez Optimus Structural Design 5801 SW 74th Terrace, Apt 7 Miami FL 33143 t. 305 303 2485 PROJECT: 1234 Residence BD Comments ITEMS INCT.IMED IN THIS TRANCMTTTAI,- Item Descri tion Copies Remarks Revised structural sheets (10) 1 Signed and sealed Narrative with responses to BD comments 1 Signed and sealed Special Inspector forms 1 Signed and sealed TRANSMITTED BY: Jose A. Gutierrez ffUSSTRUCTURAL DESIGN LLC CONSULTING ENGINEERS • • • • 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.512.5860 F. 305.512.5861 • • • • • • ; www.optimussd.com • • • • • • .... . . . . . . . . . . . . . . . . . . . . . . .. .. ... . . .... .. .. ..... ...... . . ..... .. .. . ...... . . . . ...... RESPONSE TO BUILDING DEPARTMENT ;•••,; COMMENTS FOR '••'•' 1234 ALEJANDRO RESIDENCE REVISION #01 ��IIIIIII/�� LOCATED AT: ,.`�(PwY.A 'L I C 1234 NE 94TH STREET _ Ao706 MIAMI SHORES, FL 330 . � '• .o '� Tic .' a op ►fill 11 w Tanya Homleid P.E./ PE#61706 / I AUGUST 13, 2018 0 ' US STRUCTURAL DESIGN LLC ---� CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 00000 . . — T.305.512.5860 F.305.512.5861 ••••�• �•��•• ••••;• www.optimussd.com • • • • • • .... . . . . . . . . . . . . . . . . . . . . . . .. . . .. . . . August 13, 2018 .... .. .. ..... •��•• �•;•�• Miami Shore Village • • • • • • • Building Department • • • • • • . . . ....... Re: 1234 ALEJANDRO RESIDENCE— Revision #1 Permit No. 17-2993 Dear Sir: With this letter we would like to clarify the following revisions to the plans: STRUUTURAL REVIEW UUMMENTS DATED 06/21/2018-RESPONSE Comment No. RESPONSE Site specific signed and sealed geotechnical report shall be submitted 1 by geotechnical engineer. Two (2) copies of special inspector forms for: A) Reinforced Masonry -per section 2122.4 of FBC 51h Ed. (2014) Code. B) Miami Dade County Administrative Code Article II, Section 2 8-22. 1- Pile Foundations 2- Soil Compaction 3- Steel Framing and Connections. STRUCTURAL RF.V1F,W CCIMMFNTS DATFn O7/1R/lf11R_RFCPnNCF. Comment No. RESPONSE Sheets S00.00 and S00-01 have been updated to reflect the FBC 13 2014 as it was the one used for the project design. Sheets S03-02, S03-03, S03-04, and S03-05 have been revised and 14 updated for the purlins to be 2x6 for the required 5" thick R-30 insulation. Detail for purling connection has been included. All changes have been clouded, marked with delta, and dated. 15 US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 3301t • • • ' • • • • • • •: • T.305.512.5860 F.305.512.5861 • ...... ... ...... www.optimussd.com • • • • • • • .... . . . . . . . . . . . . . . . . . . . . . .. . ... . . . ..:. .... ..... ...... . . ..... •••••• .. •• • •••••• ...... • •••••• ...... .. . •• • Please let us know if you have any further questions or require additional information. Best Regards, SIGNED: P.E. REG. NO. STATE: FL. 61706 COMPANY: Optimus Structural Design LLC ADDRESS: 7850 NW 146 Street, Suite 305 Miami Lakes, Florida 33016 S.I. NO: # 7021292 Friday, August 31, 2018 Ismael Naranjo BUILDING DEPARTMENT 10050 N.E 2nd AVE. Miami Shores, Florida 33138 BUILDING REVIEW COMMENTS RESPONSES TO COMMENTS: 1. The owner hasn't selected the GC to carry out the construction. 2. Geotechnical report and addendum are submitted with the sets 3. Area calculations are now included on sheet Al2-02. 4. DERM, WASA, DOH and Impact fees stamps are visible on the sets. Please note that DOH stamp is located on sheet SS-SP. 5. Site plan has been revised to indicate the utilities. All revisions have been clouded. 6. Change of elevation at external doors is now shown on plans 7. Finish Floor Elevations have been revised per the comment. 8. Flood vent calculations and vents are shown on the exterior elevations 9. Window and glazing requirements are now shown on sheet A21-00 (upper left corner). 10. Finish floor elevation have been revised. 11. Sheet L-5 has been revised to comply with code requirements regarding the fence. 12. Sheet A30-00 has been revised to indicate intent of use of the attic space. 1.3. Structural sheet has now been revised to show FBC 2014 14. Roof detail has been changed to allow for the 5 inches of insulation. OF FC� ,tp� SRO ��! . .�_J m, Alejandro Branger, AIA ; AR9444 ,A '„� Wo/oe�31�� Miami shores Village "Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 BUILDING REVIEW DATE: 07-18-2018 Permit No. 17-2993 1. Provide detail, itemized job cost estimate for the entire project. Include the cost of materials, labor, overhead and profit. Also, please make sure to include the cost of all items to be provided by the property owner, including built-in appliances. 2. Provide geotechnical soil investigation and recommendations. 1803 of FBC. 3. Provide area calculations for the reconfigure space. 4. DERM, WASA, DOH, And Impact fee section approval required. S. Site plan, sheet A11-00. Reflect the location of all utilities servicing the building. Section 8-10 of Miami Dade County Code. 6. Sheet A11-01. Reflect change of elevation at all exterior doors. 7. Sheet A11-01 and A11-05. Finish floor elevation. The lowest finish floor of all habitable spaces and equipment pads should be a minimum of 8.67 NGVD. 8. Flood vents. Provide dimension and area calculation for the flood vents. The flood vents should be located on opposite walls and should provide a minimum of 1 square inch per each square feet of crawl space area. 9. Sheet A21-00. Provide window and door glazing requirements. Information should be obtained from the energy calculations. _10._Sheet A30-00. Finish floor elevation_ should be no less than 8.67 NGVD. 11. Sheet L-5. Metal fence and gates should comply with the requirements of section R4501.17.1.4.4, R4501.1.5, and R4501.17.1.8 12. Sheet A30-00. Specify the intended use of the attic space above the master suit. 13. Sheet S00-00. According to the information provided on the cover sheet, this project was design to comply with the requirements of the 2014 Florida Building Code. Please make sure structural plans reflect the correct code. 14. Sheet S03-00. Provide details and specifications for the purlin connections. Please take a look at the architectural plans for insulation requirements, a 2x4 will not allowed the proper support for a five inch, R-30 Insulation. 15. Cloud in all changes, mark with delta and date. Do not remove void sheets from set mark as office copy. Ismael Naranjo, BO Building Director Email: bo@msyfl.f46v Miami Shores Village Building Department ffff 10050 NE 2 nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 STRUCTURAL REVIEWS COMMENTS - AS OF 6/21/18 Permit No.: RC17-2993 Project Address: 1234 NE 94T" ST Page 1 of 1 1. SITE SPECIFIC GEOTECHNICAL REPORT, SIGNED AND SEALED BY FLORIDA ENGINEER, IS REQUIRED FOR THE DESIGN SPECIFICATIONS FOR ALL PILE FOUNDATIONS IN COMPLIANCE WITH SECTION 1810, PROVISIONS OF THE FBC 5`h EDITION (2014) CODE. 2. PROVIDE TWO COPIES OF SPECIAL INSPECTOR FORM, FULLY EXECUTED FOR: A) REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5 "' EDITION (2014) CODE B) MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 L PILE FOUNDATIONS 2. SOIL COMPACTION 3. STEEL FRAMING AND CONNECTIONS (REFER TO ATTACHED COPY OF THE INSPECTION FORM) ADDITIONAL COMMENTS MAYBE PENDING AFTER REVIEW OF THE REQUESTED DOCUMENTS LISTED ABOVE Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by to perform special inspector services under the Florida Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the project on the below listed structure as of (date). I am a registered arch itect/professional engineer licensed in the State of Florida. Process Number: al —)' A-1.5 VSpecial Inspector for Reinforced Masonry, Section 2122A of the FBC 5th Edition (2014) _ Miami Dade County Administrative Code, Article II Section 8-22 Special Inspector for Trusses > 35 ft. long or 6 ft. high _,\Seel Framing and Connections welded or bolted it Compaction Precast Attachments _ Roofin Applications, Lt. Weight. Instil.Conc. �therl Z f,CaM2_VtLJ' Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by 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 Shores 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 Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .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 work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approval plans. Engineer/Architect Signed and Sealed Date: Name Address Print . h Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Date: 7/10/2018 Permit No: RC-12-17-2993 PLUMBING REVIEW - STILL PENDING,Show location of septic tank and drainfield. Derm and HRS reviews required AND SHOW GENERATOR SET BACKS. Reviewer: Maykel Massanet 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 re -submittal drawings. 201 --2CA3 RECEIVED JUN 20 2018 Q� WE:Ai E N is I" a E=— M 1 n1 Q •;;;; • .. CIVIL ENGINEERING CONSULTANTS •••••• �. . ��•� • • • • • • • ••••00 0•••••• • • • • • •••• • •• ••••• • • •••••• •••• ••••• STORMWATER DRAINAGE CALCULATI`0I� .... .... • • . . . . ...... FOR • • .. . •• • MIAMI SHORES VILLAGE •' • 0 • PUBLIC WORKS DEPARTMENT Single Family Residence 1234 N.E. 941h ST Miami Shores, FL 33037 June 2018 PREPARED BY: WAUFER M. LU(i09 P.E. Florida Registration # 61747 Ocean Engineering, Inc. 8101 Biscayne Blvd. Ste. 508 Miami, FL 33137 CA 29490 ,,�ER M. No. 6 4 ?3 A. STATE OF ' t��:c�ORIDP-,G��`\�� Single Family Residence 1234 N.E. 941" ST Miami Shores, FL 33037 • • •••• •••••• •••••• •• • • •••••• •••• •••••• •• •• •••• •••••• • • • • •••••• STORMWATER QUALITY VOLUI+✓i]E CALCULATIONS Single Family Residence 1234 N.E. 94« ST Miami Shores, FL 33037 t- . I. PROJECT DESCRIPTION: Single Family Residence (1234 N.E. 94th ST) located within Township 53, Range 42, Section 05 within Miami Shores, FL 33138. According to the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map #12086C0306L, this project Iles within Flood Zone AE with a minimum flood elevation of 8' NGVD. Field observations and a provided survey Indicate the existence of a single -story residential house with a detached garage, and an associated paver driveway. The rear yard Is densely covered with existing trees. A chain link fence along the east and west property line currently divides the adjacent properties. The proposed development Include the reconstruction of the existing motor court, and two detached structural additions and expansion of the existing garage. The two additions will have a FFE of 8.74' NGVD while reconstruction of the garage will maintain its FFE of 6.75' NGVD. Proposed grading will develop onsite swales to Inhibit any offsite discharge. No offsite improvements is being proposed. sees • sees "sees s• • •o•• s II. PROPOSED DRAINAGE MODIFICATIONS: • 0 • • The proposed drainage system will be designed in accordance to Miami Shores Village stormwater design standards and requirements. Pe-tV--:Ms stormwatfrRdesigo • s • • • • guidelines, all proposed residential developments within the City'sjurisdiction Is required to retain the stormwater quality treatment voluffiCdf?"+CPrainfall over th%entire s • site. Proposed drainage swales and perimeter landscape berms will be evaluated for potential storage volume prior to any Implementation of s4liration trencr%s and4or • **see drainage wells. The most effective and cost efficient method of retaining and discharging the required stormwater runoff will be implemeRtede • • • • • • • • • e• •seer •••0•• • • see• sees• • • • • •• •• sees •ssss• III. LAND USE: "sees • • e • 0 • • 0 • e • 1. Proposed Lake Area = 0.000 ac. 0.0 % • a ****so 090000 • • 2. Proposed Buildings = 0.017 ac. 24.2 % • • • • • • • • • e 3 Proposed Green Building= 0.000 ac. 0.0 % Red = Input value • e e • • • 0 • • • s 4 Proposed Pavement & Others = 0.054 ac. 75.8% Blue = Calculated value 0 • • 5 Proposed Green Areas = 0,000 ac. 0.0% 6 Total = 0.072 ac. 100.0 % Total overall impervious surface = 100.00 % IV. WATER QUALITY CRITERIA: Quality standards shall be provided for the design storm event for the following: 1. Retain the accumulated stormwater volume generated for the first inch of runoff from the entire project site. V. WATER QUALITY COMPUTATIONS: 1. Compute the first inch of runoff from the entire developed project site: 1.00 inch X 0.072 acres X ( 1 foot 112 inches ) 0.006 ac-ft for the first inch of runoff 2. The first inch of runoff from the entire developed site = 0.006 ac-ft VI. STORAGE PROVIDED Surface volume storage developed by the proposed landscape swale area is calculated by: Swale storage volume (V) = (AreaTop + AreaBtm) x Height AREA (Top) �l --------------- --- -T 1r-� 1_ .. 1% ti 3 (M A X) L DEPTH OF [--'AREA (Btm) SWALE Swale Area TOP (sf.) Area arm (sf.) Average Area (sf.) Elev. Top Elev. srm Depth of Swale (FT) Volume (CF) SW-1 1039.62 439.88 739.75 4.50 4.00 0.50 369.88 SW-2 0 0 0.00 0.00 0.00 0.00 0.00 Total Swale Areas = 1 369.88 1 Storage volume provided by the proposed swale areas: 369.88 cf. Storage volume required for stormwater treatment: 0.006 ac-ft or 260.53 cf. Required volume to be treated by proposed drainage swales :-109.35 cf. VII. CONCLUSION The above drainage calculations indicate that the project site has the capability of retaining the required volume recommended by Miami Shores Village (260.53 cf). The accumulated volume developed by the multiple landscape swales (369.88 cf) placed throughout the project site exceeds the stormwater runoff volume generated by the first inch of rainfall over the entire site area. As a result, no additional drainage system will be required. a CEIVED JUN202018 TRAVIS HENOALL Planning & Zoning Director 10,050 ME, SECOND AVENUE MIAMI SHORES, FLORIDA 33138-2382 TELEPHONE: (305) 795-2287 FAX: 053 75E-872 DEVELOPMENT ORDER File Number: PZ-1-25-18-09 Property Address: 1234 NE 941h Street Miami Shores FL 33161 Property Owner/Applicant: Eli Bravo & Gabriela Contreras Address: 1234 NE 941h Street Miami Shores FL 33161 Agent: Alejandro Branger Address: 5801 SW 741h Terrace, Apt, 7, Miami, FL 33143 Whereas, the applicant Eli Bravo & Gabriela Contreras (Owner), has filed an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. Side and Rear Addition, and accessory structures. Whereas, a public hearing was held on January 25, 2018 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2.. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. 1) The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to maintain two (2) legal parking spaces on site. 3) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. Page I oft VISIT US I www.miamishoresvillage.com 4r 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. 5) An erosion and sedimentation plan subject to review and approval by.'lhe ..,,... building official is required and must be submitted to the builNv g efficigl•v�tt •' the building permit application. Properly installed soil erosibh' WasureS'(siit • • • • : • fences, straw barriers, etc.) and anti -tracking area at all constrwiton enUncgs : • • • • are required to be put in place and maintained if ground cb hp is'remoW'd• nI .... as required by the building official. Required erosion contr45MMsures "= • •: • •' be in place prior to footings inspection. 6) Applicant to obtain all required permits and approvals fromthe i4iam.;-D&Ie • • • •: • Department of Regulatory and Economic Resources, En;j&o ioental,Plan . Review Division (DRER, EPRD) and the Miami -Dade Department of health (DOH/HRS) as required. 7) Applicant to meet all applicable code provisions at the time of permitting. 8) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. 9) Applicant to complete a covenant in the form of a "Declaration of Use" assuring the property is used only for a single family purpose, record the covenant with the Miami -Dade County Recorder and provide the planning director with a copy of the recorded document prior to the final inspection by the Building Official. The application with conditions was passed and adopted this 251" day of January, 2018 by the Planning and Zoning Board as follows: Motion to approve subject to Staff recommendations by Ms. Hegedus, seconded by Mr. Bergman and the Motion passed 4-0. Mr. Snow Yes Mr. Bergman Yes Ms. Hegedus Yes Mr. Brady Yes Chairman Busta Absent 2 _I G Dat T)avid Snow `"" Vice Chair, Planning Board Page 2 of 2 /0001 RECEIVED US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS M 2 0 7850 NW 146 Street, Suite 305, Miami Lakes, FL 3301y� �VN T.305.512.5860 F.305.512.5861 11 www.optimussd.com 1234 ALEJANDRO RESIDENCE CALCULATIONS ------------- . . .... ...... ...... ... ...... LOCATED AT: ••:••. ...... .... ..... 1234 NE 94TH STREET •••••• MIAMI SHORES, FL 3303a ;-••�• �7777 , r ' - lilt v/ 1 Tanya Homleid P.E. PE#61706 June 14, 2018 ifUS STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optimussd.com . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Table of Contents: WindCalculations.................................................................................... 1 Roof Connections Calculations.................................................................. 31 Enercalc Calculations —New Addition........................................................... 58 Wood Calculations........................................................................... 58 Concretebeams.............................................................................. 62 ConcreteColumns........................................................................... 78 ConcreteSlab................................................................................. 86 Concrete Grade Beams..................................................................... 88 Steel Channel Calculation.................................................. ......... . 92 . . .... ...... SteelBeam................................................................................. 94 '. ��.�;.•� ...... Steel Column................................................................,..;............. .. . ..... . 960000 . ...... HiltiAnchor Calculation..........................................................'......'......:.'...' 98 ..... Enercalc Calculations—Cabana...............................................••�••.�......0`.�.f•• ...... . ..... 105•:::•o Concrete beams.......................................................... .................: �.. . . . . '. 105 000000 Columns (Concrete and Steel) ........................................ 000000 :....'.......'..... .. . .. . 110;....; ConcreteSlabs..........................................................................• • . . 116 ConcreteGrade Beams..................................................................... 119 Enercalc Calculations —Meditation House ...................................................... 127 Concretebeams............................................................................... 127 Columns(Steel)............................................................................... 135 ConcreteSlabs................................................................................ 137 ConcreteGrade Beams...................................................................... 139 Enercalc- Calculation for Typ. CMU Wall.......................................................... 145 A. k u MAIN HOUSE -SECTION 1 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-ROOF SECT-1 City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\MAIN HOUSE\WIND MAIN HOUSE_SECTION 1 .wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height = 19.00 ft EHt: Eave Height = 10.60 ft Ht: Mean Roof Height of Building = 14.80 ft Theta: Roof Angle = 32.97 Deg L: Length of Building(If Gabled, along Ridge) = 23.00 ft B: Width of Building(Perpendicular to Ridge) = 23.30 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = I: Importance Factor = a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 2a: Length over which Zone A acts on Each Corner = 1.47 1.00 3.00 ft 6.00 ft I - Wind Pressure on Main Wind Force Resisting System (MWFRS) Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 42.42 28.97 33.69 23.20 3.24 -25.72 1.11 -22.09 -14.86 -17.00 2.00 42.42 28.97 33.69 23.20 16.33 -12.71 14.12 -9.08 -14.86 -17.00 Note: Ps = Lambda * Kzt * I * ps30 1 of 146 r t MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/l/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-ROOF SECT-1 City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE WITH GABLED ROOF PORTION.wnd Iq a Gable Roof 7 c. 8 c= 4,; Wind Pressure on Components and Cladding (Ch 30, Part 1)'....' All pressures shown are based upon ASD Design, with a Load %Cc r of •.6• Width of Pressure Coefficient Zone "a" = 3 ft ... • Description Width Span Area Zone Max Min Max P Alin P ft ft ft^2 GCp GCp psf %air •• • � •��• ------- Zone 1 1.00 1.00 ------------------------------------- 1.0 1 0.90 -1.00 44.49•!*48.61 •" '•• Zone 2 1.00 1.00 1.0 2 0.90 -1.20 44.4�* *16.85 • " ' Zone 3 1.00 1.00 1.0 3 0.90 -1.20 44.4:" :t:.85 ` Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61 -51.73 ...... Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.6: -% .08 • Zone 2H 1.00 1.00 1.0 2H 0.90 -2.00 37.079*-81.39 •. • Zone 3H 1.00 1.00 1.0 3H 0.90 -2.00 37.07 -82.39 '••'•' A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 -52.73 B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 -65.08 C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 -51.24 D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 -62.11 E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 -49.83 F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 -59.29 G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68 H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 -56.99 I < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 -47.71 J < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 -55.04 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf 2 of 146 f MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-ROOF SECT-1 City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\Mecawind\WIND MAIN HOUSE WITH GABLED ROOF PORTION.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 7.78 : 12 Slope of Roof(Theta) = 32.97 Deg Ht: Mean Roof Ht = 14.80 ft Type of Roof = Gabled RHt: Ridge Ht = 19.00 ft Eht: Eave Height = 10.60 ft OH: Roof Overhang at Eave= 1.30 ft Roof Area = 710.00 ft^ 2 Bldg Length Along Ridge = 23.00 ft Bldg Width Across Ridge= 23.30 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 8.88 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 551.63 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 .••. Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) =. 0.90 •...•• Gust Factor Summary • • ' Not a Flexible Structure use the Lessor of Gustl or Gust2 =:::0*&:5 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCp�.****. :•. •• GCPi Internal Pressure Coefficient Topographic Adjustment •• •• "•• 0.33*z = : :188 • • Kzt (0.33*z): Topographic factor at elevation 0.33*z = • 01.00 :••••• Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = '.a'71.00 mph • Net Wind Pressures on Walls (Table 27.6-1) Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 23.3 ft wall L/B = 0.99 ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.13 psf 3 of 146 f pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.58 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.58 psf MWFRS-Wall Pressures for Wind Normal to 23 ft wall L/B = 1.01 ph: Net Pressure at top of wall (windward + leeward) = 47.63 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.63 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.78 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.03 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.60 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.60 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. Wind Wall Pressures See Table 27.6-1 h P`an P_ Flevat�or) Net Wind Pressures on Roof (Table 27.6-2): . . .... ...... Exposure Adjustment Factor = �• 1.2140..•�• Zone Load Casel Load Case2 ---- psf ---------- psf •....� .... �.� .� . .. ..... 1 -16.85 ---------- 20.13 " " " �•�� • �� 2 -28.50 -13.60 .. .. .... ...... 3 -43.76 .00 " " " 0•0 4 -39.06 . . . . ...... 5 -32.01 .00 .00 ' Note: A value of '0' indicates that the zone/load case is not applicable. •• • 4 of 146 f Gabled Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 = -12.63 psf Povh3: Overhang pressure for zone 3 = -32.82 psf Load Case 2: Povhl: Overhang pressure for zone 1 = 15.10 psf Povh3: Overhang pressure for zone 3 = .00 psf R4)tlf t-.1 - lrr.rn t,,ki s P 9)nes 1 or go • • •••• •••••• •••••• •• • •••••• • •••• • •• ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• • • • • • • • • 5 of 146 MAIN HOUSE - SECTION 2 i NECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO- MAIN HOUSE SEC City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\MAIN HOUSE\WIND MAIN HOUSE_SECTION 2.wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height = 16.00 ft EHt: Eave Height = 10.20 ft Ht: Mean Roof Height of Building = 13.10 ft Theta: Roof Angle = 17.32 Deg L: Length of Building(If Gabled, along Ridge) = 35.20 ft B: Width of Building(Perpendicular to Ridge) = 35.20 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = I: Importance Factor = a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 2a: Length over which Zone A acts on Each Corner = Case 8 1.47 1.00 3.52 ft 7.04 ft . . .... ...... ...... .. . ....% .... . .. ..... ...... .... ..... .. .. •••• •••••• • • . . . . ...... e ...... • • • Wind Pressure on Main Wind Force Resisting System (MWFRS) Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 53.21 -15.68 35.47 -8.79 -48.32 -32.68 -33.67 -24.83 -67.65 -53.00 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Note: Ps = Lambda * Kzt * I * ps30 6of146 r MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaer:leror ses.com Date 6/l/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO- MAIN HOUSE SEC City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE_SECTION 2.wnd Roof not " I i shawn -5 I X , 5 I 2: 1 : 1 , `' ` I '5 5;1 a 3 I N «'alls r Hip Roof' _-. 9 =-:_ 2-17 3 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3.52 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- •.•• Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01-4.4*.A9 ��• ��•�� Zone 2 1.00 1.00 1.0 2 0.50 -1.70 28.01 '-'77.144 •�'��• �• Zone 3 1.00 1.00 1.0 3 0.50 -1.70 28.01 ••-7."'44 " ' """ Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61 •w5Qt673 • Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 r46be.08 •• • •��••• Zone 2H 1.00 1.00 1.0 2H 0.50 -2.20 20.60 *62 ••••••• Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 20.60 ��5�,Q1 .... •,:••o A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 .0%,'13 '�.,.' ....•. B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 -65�08 0 * C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 .-1:.14 • D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 '-62.11 :•••:• E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 ;-49%3 ' :••••: F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 019.29 000000 ".'. ' G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68 •' • H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 -56.99 I < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 -47.71 J < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 -55.04 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf 7 of 146 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO- MAIN HOUSE SEC City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE_SECTION 2.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 3.74 : 12 Slope of Roof(Theta) = 17.32 Deg Ht: Mean Roof Ht = 13.10 ft Type of Roof = Hipped RHt: Ridge Ht = 16.00 ft Eht: Eave Height = 10.20 ft OH: Roof Overhang at Eave= 1.00 ft Roof Area = 1460.00 ft^ 2 Bldg Length Along Ridge = 35.20 ft Bldg Width Across Ridge= 35.20 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.86 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 543.28 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.89 Gust Factor Summary '••� : •••• Not a Flexible Structure use the Lessor of Gustl or Gust2 :•600.85 0000 • •••••• • Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi... 00 • GCPi Internal Pressure Coefficient '-�t(;0.18 ; '..' •••••• Topographic Adjustment • • ••••• • 0.33*z " " " 4 32 ' Kzt (0.33*z): Topographic factor at elevation 0.33*z Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 �?;5.00'mph Net Wind Pressures on Walls (Table 27.6-1) �••�•� Wall Pressures do not include effect of internal pressure MWFRS-Wall Pressures for Wind Normal to 35.2 ft wall L/B = 1.00 ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.13 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.58 psf 8of146 d pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.58 psf MWFRS-Wall Pressures for Wind Normal to 35.2 ft wall L/B = 1.00 ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.13 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.58 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.58 psf See fig 27.6-2 for Parapet wind Wail Pressures See Table 27.6-1 Elevation Roof Pressures See Table 27.6-2 Mean roof ht. Wind Plan Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.214•••• Zone Load Casel Load Case2 • • • • psf psf ' .. . ...... ...... • ---- 1 ---------- -37.20 10.74 „ :•�•�: 2 -28.76 -11.56 • '„' ..... 3 -43.76 •••� • 4 -39.06 .00 •••••• .•••• ••••• .00 •• •�•• ••�••• 5 -32.01 .00 •• Note: A value of '0' indicates that the zone/load case is not Jplicable.:.•.:. • •o 0 ....•. 9 of 146 Hipped Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 = -27.90 psf Povh3: Overhang pressure for zone 3 = -32.82 psf Load Case 2: Povhl: Overhang pressure for zone 1 = 8.06 psf Povh3: Overhang pressure for zone 3 = .00 psf R,,")) brad TL', ys }'Ift=ti4"Riff* fr."rll }•i ��.* �r r Ind Dircolon rr•� .• • • • 10 of 146 MAIN HOUSE -SECTION 3 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 �r..mesaencerorisas.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO- MAIN HOUSE SEC City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\MAIN HOUSE\WIND MAIN HOUSE_SECTION 3.wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height = 13.20 ft EHt: Eave Height = 13.20 ft Ht: Mean Roof Height of Building = 13.20 ft Theta: Roof Angle = .00 Deg L: Length of Building(If Gabled, along Ridge) = 48.80 ft B: Width of Building(Perpendicular to Ridge) = 32.60 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = I: Importance Factor = a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 2a: Length over which Zone A acts on Each Corner = 1.47 1.00 3.26 ft 6.52 ft Wind Pressure on Main Wind Force Resisting System (MWFRS) Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 35.81 -18.61 23.73 -11.03 -43.04 -24.43 -29.99 -18.96 -60.24 -47.19 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Note: Ps = Lambda * Kzt * I * ps30 11 of 146 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO- MAIN HOUSE SEC City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE_SECTION 2.wnd 0 Roof not Shown /�. � s ! r { r Walls' 5 S' +1 KI U u Gable Roof 8 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3.26 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf Zone 1 1.00 1.00 1.0 1 0.30 -1.00 19.77 -48.61 Zone 2 1.00 1.00 1.0 2 0.30 -1.80 19.77 -81.56 .•.• • • Zone 3 1.00 1.00 1.0 3 0.30 -2.80 19.7 ;-].2"2..75 .... ...... • Zone 4 1.00 1.00 1.0 4 0.90 -0.99 44.49 0-48'.20 .'•;•. •• Zone 5 1.00 1.00 1.0 5 0.90 -1.26 44.49•••-i.)-91.32 " ' �•�••• Zone 2H 1.00 1.00 1.0 2H 0.30 -1.70 16.00oo"74Ck03 ' Zone 3H 1.00 1.00 1.0 3H 0.30 -2.80 16.00 r.ldb.34 •• • • ' A < 10 SF 3.00 3.00 9.0 4 0.90 -0.99 44.49%j-QJo20 •.•• ••••• B < 10 SF 3.00 3.00 9.0 5 0.90 -1.26 44.49••0;g)•32 *000 00000• C < 20 SF 4.00 4.00 16.0 4 0.87 -0.96 43.15 0,4�!86 '•�..' ....•. D < 20 SF 4.00 4.00 16.0 5 0.87 -1.20 43.15-56.64 • •' E < 30 SF 5.00 5.00 25.0 4 0.84 -0.93 41.88:•*II1i59 F < 30 SF 5.00 5.00 25.0 5 0.84 -1.13 41.88* -54*11 :...:• G < 40 SF 6.00 6.00 36.0 4 0.81 -0.90 40.85: -�%55 ' %••••• H < 40 SF 6.00 6.00 36.0 5 0.81 -1.08 40.85 0-52!03 ." .'. • • I < 50 SF 7.00 7.00 49.0 4 0.79 -0.88 39.97 -43.68 •• ' J < 50 SF 7.00 7.00 49.0 5 0.79 -1.04 39.97 -50.28 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf 12 of 146 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaeiterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO- MAIN HOUSE SEC City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE SECTION 2.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 0 : 12 Slope of Roof(Theta) _ .00 Deg Ht: Mean Roof Ht = 13.20 ft Type of Roof = Monoslope RHt: Ridge Ht = 13.20 ft Eht: Eave Height = 13.20 ft OH: Roof Overhang at Eave= 1.80 ft Roof Area = 1679.00 ft^ 2 Bldg Length Along Ridge = 48.80 ft Bldg Width Across Ridge= 32.60 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.92 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 543.80 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary •••• Not a Flexible Structure use the Lessor of Gustl or Gust2 =• 0985 • • • •••••• •'";• • ee Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi...... ••.� . ••••*• GCPi Internal Pressure Coefficient = +..;Q.18 . • • ' Topographic Adjustment ••••• . • ••• • •. .•.•. ..•• . 0.33*z = ••6•.4.36 ..... Kzt (0.33*z): Topographic factor at elevation 0.33*z = •• *61.00 .....o sees •��•�• Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 = :•2;7a.00 mph* *so*:* Net Net Wind Pressures on Walls (Table 27.6-1) •so • ' ' Wall Pressures do not include effect of internal pressume • �••••. •• . • MWFRS-Wall Pressures for Wind Normal to 32.6 ft wall L/B = 1.50 ph: Net Pressure at top of wall (windward + leeward) = 44.60 psf p0: Net Pressure at bottom of wall (windward + leeward) = 44.60 psf ps: Side wall pressure acting uniformly outward = .59 * ph = 26.30 psf pl: Leeward wall pressure acting uniformly outward = .33 * ph= 14.51 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 30.09 psf 13 of 146 pw0: Windward wall pressure acting uniformly outward = p0-pl = 30.09 psf MWFRS-Wall Pressures for Wind Normal to 48.8 ft wall L/B = 0.67 ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.14 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.59 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.59 psf See Fig 27.E-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. pF P. Wind Wall Pressures See Table 27.6-1 h i Plan P. Flev.it or,. Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.214•..• . .... ...... Zone Load Casel Load Case2 : . • ' psf psf • • • .. .... ' ...... . .. ---------------------- • . 1 .00 .00 " "': 2 .00 .00 ��•� . •� � • 3 -43.76 .00 •�• •�••�' 4 -39.06 .00 '�•�� ••�• ••••• 5 -32.01 .00 " •�� •e•� Note: A value of '0' indicates that the zone/load case is not applicable.;...:. • 000 •..•. •. .. .. . • . • 14 of 146 Flat Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 Load Case 2• Povhl: Overhang pressure for zone 1 Povh3: Overhang pressure for zone 3 ` Root cd c �►rf+.:cc�rx+ f'rt�re, t- kf, P, 1 A Ind DITc4 lon = 00 psf _ -32.82 psf _ .00 psf _ .00 psf boot • •• J •••too •.•... •• • •boob• boot.. • 0000 • . . . • .. •••.. boob ..•.•. boob ••... •• •. ••.. boob.. ....•. • o boob.. 00 .. . 15 of 146 MAIN HOUSE -SECTION 4-(NEW ADDITION) MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/5/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-SECTION 4 City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Caics\MecaWind\MAIN HOUSE\WIND MAIN HOUSE WITH GABLED ROOF PORTION_SECTION 4.wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height = 16.00 ft EHt: Eave Height = 8.54 ft Ht: Mean Roof Height of Building = 12.27 ft Theta: Roof Angle = 21.24 Deg L: Length of Building(If Gabled, along Ridge) = 40.92 ft B: Width of Building(Perpendicular to Ridge) = 33.72 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = I: Importance Factor = a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 2a: Length over which Zone A acts on Each Corner = ��✓ �� • • • Wind Pressure on Main Wind Force Resisting System (MWFRS) 000 Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 51.38 -7.54 35.09 -3.12 -38.62 -31.08 -27.08 -23.98 -56.96 -45.42 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.47 1.00 3.37 ft 6.74 ft Note: Ps = Lambda * Kzt * I * ps30 16 of 146 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaentercrises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-SECTION 4 City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE WITH GABLED ROOF PORTION -SECTION 4.wnd Roof not �yrr 4 Y"/ WAS OK ' 'a s r IJ ti 13 Gable Roof 0 <-- 45. Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3.28 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01 -44.49 **as Zone 2 1.00 1.00 1.0 2 0.50 -1.70 28.0� -Z7.44 '...•• Zone 3 1.00 1.00 1.0 3 0.50 -2.60 28.01,-1111.52 .... Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61**-52.73 • • • Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61" *,V�.08 Zone 2H 1.00 1.00 1.0 2H 0.50 -2.20 20.60•001(l.62 • Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 20.60.•-1-%.41 ;'• •. A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 0-112.73 • B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61.•***9.08 '••" C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12, %5.1.24 • �•••• D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12...-.6.2.11 • E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71:-419:83 • • F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 -5�.29 ;" " ' G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56: -48t68 H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 56*99 •• . • • • J < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 -47.71 K < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 -55.04 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf 17 of 146 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 wwa.mecaenterprises.com Date 6/1/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-SECTION 4 City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MAIN HOUSE WITH GABLED ROOF PORTION_SECTION 4.wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 5.36 : 12 Slope of Roof(Theta) = 24.08 Deg Ht: Mean Roof Ht = 12.00 ft Type of Roof = Gabled RHt: Ridge Ht = 16.00 ft Eht: Eave Height = 8.00 ft OH: Roof Overhang at Eave= 1.50 ft Roof Area = 1616.00 ft^ 2 Bldg Length Along Ridge = 41.20 ft Bldg Width Across Ridge= 32.80 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.20 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 537.36 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary 0•0• •• Not a Flexible Structure use the Lessor of Gustl or Gust2 =; p'k5 •••' ••••'• •• • •••• • Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi••:•• " ' �•�•�� GCPi Internal Pressure Coefficient=•o1"t!18 ' :••••: Topographic Adjustment •••.•• •••o ••••' • • •••••• •••• ••••• 0.33*z-..'..5.96 '...•' •.••.. Kzt (0.33*z): Topographic factor at elevation 0.33*z =.••••1.00 . .• Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 27:.00 jiph . .••.:• Net Wind Pressures on Walls (Table 27.6-1) : ••• • •••••• ° • • Wall Pressures do not include effect of internal pressure •••••• MWFRS-Wall Pressures for Wind Normal to 32.8 ft wall L/B = 1.26 ph: Net Pressure at top of wall (windward + leeward) = 46.11 psf p0: Net Pressure at bottom of wall (windward + leeward) = 46.11 psf ps: Side wall pressure acting uniformly outward = .57 * ph = 26.08 psf pl: Leeward wall pressure acting uniformly outward = .35 * ph= 16.22 psf 18 of 146 pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.89 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.89 psf MWFRS-Wall Pressures for Wind Normal to 41.2 ft wall L/B = 0.80 ph: Net Pressure at top of wall (windward + leeward) = 47.72 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.72 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.13 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.59 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 29.59 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures / See Table 27.6-2 Mean roof ht. P 8 Wind Wall Pressures See Table 27.6-1 h P, Elevation Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor =' '�.214 " "• ""':' Zone Load Casel Load Case2 • • • ...... .. . • ..•... psf psf ...... 1 -26.29 16.90 •••• •• ••••• 2 -28.50 -13.60 3 -43.76 .00 .. .. .... ...... 4 -39.06 .00 ...... .• 5 -32.01 .00 . . . . ...... Note: A value of '0' indicates that the zone/load case is not af;l cple. �• ;" "; 19 of 146 Gabled Roof Roof Overhang Loads (Figure 27.6-3): Load Case 1: Povhl: Overhang pressure for zone 1 = -19.72 psf Povh3: Overhang pressure for zone 3 = -32.82 psf Load Case 2• Povhl: Overhang pressure for zone 1 = 12.67 psf Povh3: Overhang pressure for zone 3 = .00 psf Poo -A ('ra+sr:ttra.141 FrtYfY9 *•3i,i /ones I or 3 S; p, 't4";tict C��r•4tsa�sa . . .... ...... . . . ..... . .•.. . .• •.••• • • • • • •. • •• • • • • • 20 of 146 NEW CABANA MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaentercrises.com Date 6/12/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-CABANA City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND CABANA REVISED .wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height = 12.50 ft EHt: Eave Height = 8.00 ft Ht: Mean Roof Height of Building = 10.25 ft Theta: Roof Angle = 26.57 Deg L: Length of Building(If Gabled, along Ridge) = 26.00 ft B: Width of Building(Perpendicular to Ridge) = 18.00 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = I: Importance Factor = a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 2a: Length over which Zone A acts on Each Corner = Case 8 1.47 1.00 3.00 ft 6.00 ft _4r1_- • • . • • Wind Pressure on Main Wind Force Resisting System (MWFRS) 0, 4, Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 46.80 15.90 35.04 13.83 -12.46 -28.36 -9.51 -23.34 -31.09 -28.15 2.00 16.01 10.94 12.71 8.75 0.94 -14.96 3.95 -9.88 -5.62 -6.43 Note: ps = Lambda * Kzt * I * ps30 Directionality Factor(Kd) is not an input during a Simplified Analysis. • , 00 00 .. 0 0 0 . . 0 0 0 0 . 21 of 146 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/12/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-CABANA City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND CABANA REVISED .wnd I , Roof not shown � � 1 : 1 :, 7: 1 1 1.2 5' 4°�r 51. alli 1 «"alls / ✓ Hip Roof _ < 8 <.= 27 a a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01 -44.49 •••• Zone 2 1.00 1.00 1.0 2 0.50 -1.70 28.01 .-776.44 •....• ...... Zone 3 1.00 1.00 1.0 3 0.50 -2. 60 28. 01 '-J.1'4 .:D2 .... .• Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61 • "..73 '••' ••��• Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 "..3 • A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 -52.73 •••••• B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 ."• "..08 :�. •. • C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 '-'S•1'.24 • '� ••;••. D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 "-."2'.•'11 ."". E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 ••-4".83 0000 •••••• F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 ••-4r9•.429 •• G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 :-4818 . ....:. H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 .-56,.99 :•�'�• I < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 '•-•4'1., 1 .• ;""; J < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 -55.04 •••••• Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf 22 of 146 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/12/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-CABANA City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND CABANA REVISED .wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 6 : 12 Slope of Roof(Theta) = 26.57 Deg Ht: Mean Roof Ht = 10.25 ft Type of Roof = Hipped RHt: Ridge Ht = 12.50 ft Eht: Eave Height = 8.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 523.00 ft^ 2 Bldg Length Along Ridge = 26.00 ft Bldg Width Across Ridge= 18.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. rreq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.00 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 535.47 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary • •••• • Not a Flexible Structure use the Lessor of Gustl or Gust2 « •C•.85 • • • •••• 0000 0090:* • Table 26.11-1 Internal Pressure Coefficients for Buildings, GC$i';" " ' " " " GCPi Internal Pressure Coefficient =-0�-'/'-00.18 • • • • • ' • • ;....; • Topographic Adjustment • • • •••• • • • •• ••••• 0.33*Z T•••• 33ii • .' .•. .••••• Kzt (0.33*z): Topographic factor at elevation 0.33*z w.60601.00 Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 ; '1:75.0 . mph .' ....;. ..•••• Net Wind Pressures on Walls (Table 27.6-1) mo.o • •••••• Wall Pressures do not include effect of internal pressure •••••• MWFRS-Wall Pressures for Wind Normal to 18 ft wall L/B = 1.44 ph: Net Pressure at top of wall (windward + leeward) = 44.93 psf p0: Net Pressure at bottom of wall (windward + leeward) = 44.93 psf ps: Side wall pressure acting uniformly outward = .58 * ph = 26.26 psf pl: Leeward wall pressure acting uniformly outward = .33 * ph= 14.88 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 30.05 psf 23 of 146 pw0: Windward wall pressure acting uniformly outward = p0-pl MWFRS-Wall Pressures for Wind Normal to 26 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .54 * ph = pl: Leeward wall pressure acting uniformly outward = .38 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = pw0: Windward wall pressure acting uniformly outward = p0-pl = See Fig 27.6-2 for Parapet wind Wall Pressures See Table 27.6.1 Elevation Roof Pressures See Table 27.6-2 Mean roof ht. k Wind Plan 30.05 psf 0.69 47.72 psf 47.72 psf 25.77 psf 18.14 psf 29.59 psf 29.59 psf Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.2140•`6 Zone Load Casel Load Case2 . ••.: •••• •• psf psf ..•... .... .••.:. ---- • 1 -22.82 17.94 .... .. . :••••: 2 -28.50 -13.60 �....` •..• ..+.. 3 -43.76 .00 •..... .... ..:..• 4 -39.06 .00 ..'..' '....• ...... 5 -32.01 ' .00 Note: A value of '0' indicates that the zone/load case is not . . . . a$pli�able.�••••• ...... 24 of 146 Hipped Roof 25 of 146 MEDITATION HOUSE MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/8/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-MEDITATION ROOM City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MEDITATION HOUSE .wnd Envelope Procedure for Diaphragm Buildings per Ch. 28 Part 2 V: Basic Wind Speed = 175.00 mph Cat: Structural Category(I,II,III, and IV) = II Exp: Exposure Category(B,C, or D) = D RHt: Ridge Height = 15.00 ft EHt: Eave Height = 11.30 ft Ht: Mean Roof Height of Building = 13.15 ft Theta: Roof Angle = 23.16 Deg L: Length of Building(If Gabled, along Ridge) = 18.80 ft B: Width of Building(Perpendicular to Ridge) = 17.30 ft Kzt: Topographic Factor = 1.00 Lambda: Adjustment Factor for Building Height and Exposure = I: Importance Factor = a: 10% of Least Horiz Dim. or .4h, whichever is smaller = 2a: Length over which Zone A acts on Each Corner = 1.47 1.00 3.00 ft 6.00 ft •• • •••• ••••• •• • Q • •••• •. • CneA ...... •••• . •• .. •••• 000. Case 8 • • • • 0. Wind Pressure on Main Wind Force Resisting System (MWFRS) *0 • Load A B C D E F G H EOH GOH Case psf psf psf psf psf psf psf psf psf psf ----------------------------------------------------------------------------- 1.00 54.20 0.99 38.20 3.25 -31.78 -32.78 -22.57 -25.88 -51.88 -42.67 2.00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 Note: ps = Lambda * Kzt * I * ps30 Directionality Factor(Kd) is not an input during a Simplified Analysis. 26 of 146 MECAWind Version 2.1.1.4 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/8/2018 Project No. Company Name : OPTIMUS STRUCTURAL DESIGN Designed By : Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-MEDITATION ROOM City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MEDITATION HOUSE .wnd Roof not I I I 1 I i I x ! I I 1 I shown 1,•Y i , , � I , ,, 1 I , 51 � f I I 1 I T 1; 5 c� _ Falls' Gable Roof - _- 8 :.= 4; a Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P -------------------------------------------------------------------------- ft ft ft^2 GCp GCp psf psf Zone 1 1.00 1.00 1.0 1 0.50 -0.90 28.01 -44.49 Zone 2 1.00 1.00 1.0 2 0.50 -1.70 28.01 -77.44 Zone 3 1.00 1.00 1.0 3 0.50 -2.60 28.01 -114.52 0*00 • • Zone 4 1.00 1.00 1.0 4 1.00 -1.10 48.61 ;-5Z:W3 •' Zone 5 1.00 1.00 1.0 5 1.00 -1.40 48.61 A55.08 •••:•• • A < 10 SF 3.00 3.00 9.0 4 1.00 -1.10 48.61 ••5:113 B < 10 SF 3.00 3.00 9.0 5 1.00 -1.40 48.61 9+45908 ' C < 20 SF 4.00 4.00 16.0 4 0.96 -1.06 47.12 -,'6_6*24 ' D < 20 SF 4.00 4.00 16.0 5 0.96 -1.33 47.12 %".il . �••� • " " E < 30 SF 5.00 5.00 25.0 4 0.93 -1.03 45.71 •��..�3 •••• ••••• F < 30 SF 5.00 5.00 25.0 5 0.93 -1.26 45.71 - -109 '....6 ••••a• G < 40 SF 6.00 6.00 36.0 4 0.90 -1.00 44.56 -48.68) •� H < 40 SF 6.00 6.00 36.0 5 0.90 -1.20 44.56 0,"6a*9 I < 50 SF 7.00 7.00 49.0 4 0.88 -0.98 43.59 -47.71 :••••• J < 50 SF 7.00 7.00 49.0 5 0.88 -1.16 43.59 c55.% •••••• Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc:.00256*V^2*Khcc*Kht*Kd = 41.19 psf 27 of 146 MECAWind Version 2.1.1.4 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2018 www.mecaenterprises.com Date 6/8/2018 Project No. Company Name OPTIMUS STRUCTURAL DESIGN Designed By Y.M Address 7850 NW 146 ST #305 Description 1234 ALEJANDRO-MEDITATION ROOM City MIAMI LAKES Customer Name 1234 NE 94 STREET State FL Proj Location MIAMI SHORES, FL 33037 File Location: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\MecaWind\WIND MEDITATION HOUSE .wnd Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2) All pressures shown are based upon ASD Design, with a Load Factor of .6 Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 5.13 : 12 Slope of Roof(Theta) = 23.16 Deg Ht: Mean Roof Ht = 13.15 ft Type of Roof = Gabled RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 11.30 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 354.00 ft^ 2 Bldg Length Along Ridge = 18.80 ft Bldg Width Across Ridge= 17.30 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.89 ft lzm: Cc*(33/Zm)^0.167 = 0.19 Lzm: 1*(Zm/33)^Epsilon = 543.54 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.95 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 ...• Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi: • • • GCPi Internal Pressure Coefficient = +%-0�18 •��. ••�' ....:. ...... Topographic Adjustment " " " ••"'; 0.33*z = •9••4 .34 i •.•• .••..• • Kzt (0.33*z): Topographic factor at elevation 0.33*z = ••••41!00 ��••• Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33*z)]^0.5 .6006. m�?•' �••�:• Net Wind Pressures on Walls (Table 27.6-1) • ' ' • ••" " Wall Pressures do not include effect of internal pressure . • ' ' • •�•... MWFRS-Wall Pressures for Wind Normal to 17.3 ft wall .. ' ' • L/B = 1.09 ph: Net Pressure at top of wall (windward + leeward) = 47.17 psf p0: Net Pressure at bottom of wall (windward + leeward) = 47.17 psf ps: Side wall pressure acting uniformly outward = .55 * ph = 25.88 psf pl: Leeward wall pressure acting uniformly outward = .37 * ph= 17.48 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 29.70 psf 28 of 146 pw0: Windward wall pressure acting uniformly outward = p0-pl MWFRS-Wall Pressures for Wind Normal to 18.8 ft wall L/B = ph: Net Pressure at top of wall (windward + leeward) _ p0: Net Pressure at bottom of wall (windward + leeward) _ ps: Side wall pressure acting uniformly outward = .54 * ph = pl: Leeward wall pressure acting uniformly outward = .38 * ph= pwh: Windward wall pressure acting uniformly outward = ph-pl = pw0: Windward wall pressure acting uniformly outward = p0-pl = PI Wall Pressures See Table 27.6 See Fig 27.6-2 for Parapet wind pressures 0 Elevation Roof Pressures See Table 27.6-2 KA— roof ht. 29.70 psf 0.92 47.72 psf 47.72 psf 25.77 psf 18.13 psf 29.58 psf 29.58 psf Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor = 1.214 Zone Load Casel Load Case2 .. • • . • psf psf , . , .. ��• ---- ---------- ---------- 1 -27.57 16.51 •" "' 2 -28.50 -13.60 ••" " �•••" 3 -43.76 .00 •••• '� 4 -39.06 goes 5 -32.01 .00 00 •••••• .. .. Note: A value of '0' indicates that the zone/load case is not ar*k"mable. • �• • • ' ' • • go 29 of 146 Gabled Roof ...... ...... 30 of 146 IL-•S STRUICITRAI. DES](;ti LLC CONSI I. JNG ENGINEERS '451) \%t 14o Street, Suite 305. Miami Lakes, PT 33016 T. 305.512.5800 F. 305.512.536 t ptinittiitt.con1 Section 4 of the main house- New addition Roof Calculations G"4 S t` A/ 4'? p e A-5 E`A, z z4.4� Loads ,tom Wind pressures given as ASD Wind: Zone 1: +29/45 psf Zone 2: +29/-78 psf Zone 3: +29/-115 psf Zone 20H : +21 / -91 psf Zone 30H: +21 /-153 psf Dead Load = 30 psf Live Load = 30 ps Dead + Live Load = 60 psf q (due to 0.61D +0.6W) Zone 1: (18-45) = - 27 psf Zone 2: (18-78) = - 60 psf Zone 3: (18-115) = - 97 psf Zone 20H: (18-91) = - 73 psf Zone 30H: (18-153) = - 135 psf eA5E-A/ SHEE r _ 6F C Xff 13t : i,<' 1) k I,F.: CIIECI:ED BY: D:trF: i and +a 31'49�1 wo Z IX�frK� ' �GP SON 3 3oN Z 3 / d• i D Y (, w/ I.i2� t-Sd' �••••• q . d .... ...... • • • ... • • Z., 0. F-- ------ .000000 ..... • .....: f•• ' 0 .... ..... . • Go�s� x z'xa4 g'- • � , ...... �..... - 3S8' $ e- � :....: • . .. 0 .. Ira = 3 ZYO.SL t:5 PZ : 9�p.5'e x /. OY'xz' = zoi.?t -L6 ?s: 5-75S.1 cg lP3e-CPS►�xz3.1c.'xt'� ra�9Z�C3 -t 31 of 146 ZOH y. LOfi �j Z GG-}}+O� � moo• 4 cJ 7.4z r PA r. S7, 1' e 2.33 . 91 1 z3.z4' , I?((,"- //) > Yq, e- QS , -, eAs Al P= i So Y z Cc ?a =/-?S3 . S 4 a 33 X Z� = 3'10- /&'G 3 bOpgxz"X /.PY '_ izy'"6a p3 Z? )(z' X 233 /(.' icy = &Opsf Xzx/.zy• Pfz. -?-3 X L X Z.13 - 3 D ,),v,5 c -PA O 5tG . SGt3 v5E /Nf/E'TA Zy wl (i/) ladx IYZ, G.a-1 Coro � �atr : �= 3yo c,S vZ = BiS46. rr 572 ,4 p = 2D �- s-rti Ft 4e- ,..rc.. Pic c, o ,. rva. GoNA)Fc7I0N / CA5EA2, (,SSE tit ETA Zy �� C �) / o el x / /Z'� N4113 L' r G o .a Z, a ,. /: F= 3 Yo �- 57 �t A p N ZO " / -, 32 of 146 WIS STR[7CTt;RAL DESIGN LIX CONSULTING ENGINEERS 73-;0 N%% 146 Street. Suite 305, N[iami Lakes, H, 331)16 T.305.1;12.58641 F.304.512. St►1 t41t %t opt inIWiN d. Con I Check Lateral Loads for section 4 of main house Wind perpendicular to wall 0.w 3.34R aSES CA _1 foil: SHEET OF CALC BY: _ ' _.' D.�TE: -- CHECKEDBI': Psi)fLc&.s3X;�� Nz cu0r¢J- zZy, g �brrr za y,'i Lis/tt} x C z9 . q 8 x C4o•9�'xtg-9') .... ...:.c�rp•rjZ' • ...... .. . . 00 . irts 5 , • ...... ...... • :0000 • t, • . as 0 N0•13a'�6tF x 6V0.9z' )Z iMSL13. 33 of 146 LL'S STRUCTURAL_, DESIGN L.L.0 JOB: CONSULTING ENGINEERS S11EEr of 7350 N%% 14o Street, suite 305, Miami Lakes, FL 3301t1 C ALC BN 1), E: _ 1. 305.512.53W F. 305,5 12.5801 CHECKED B1': _-.. DATE: _ ins ��.ohCir��uati.rnnt / . Section 4 of Main House -New Addition Roof Calculations -Case B (O rvdltC7)VV / a= 3.31' x y0�I s .47X �, r ort. .,t'TW�c 969 :. f r ` F'm J lost r'/. Ss l:?.`3Zr P�Gza— � 1 (95-p;(x l;?.Sz') iaoZ.yc,a PA Sri' e ,d 5ec,A o-. A - A ;ec4o, 3 S LoAaS v5G w� n Press S ,-, e4S rl -ap,ev . (30- yS") Zv,ut . (30-as) = -` kpw Zv tit. 3o 4 (P'I S-3) = t23�i� e.,SS -1/ OrHeiics, ,4 • T *,c 1>4 1 rj MLL L _ Al A)eC ...... ..... ••.••� �i.t}ti�.W —91 • • pA ,_) t? = &1?5'XZ.3 xy S�S-SZCg h=17r71u3 �L : `.gp5,e x 1. CY,X P = 0•L�$ 4-73c3 ��y.o� -7(�6�5 IUS STRUCTU'RAL DESIGN' LLC CONSULTING ENGINEERS sIIN:E:r of 140 Street, Suite 305, Miami Lakes, 1. 330h r. 305. ;11531)0 F. 30-4.5 12-536 1 CIIFCKEDY� r! 1 'q ;-7' 5- 6 Y" 41 3 6 AL evy 'v e, 35 of 146 f E MUS STRI'C"TuRAL DESIGN LL.0 r CONSt 1,1 IN(; ENGINEERS 7850 NNk I Jo Street, Suite 305, Miami Lakes, FL 331116 1'.31l5.51213$60 F.311;.S1..586► «�r.optimu»tl.eunt r JOB: ----� fr z--�--- �►IEET OF CALC 131 : *r C)♦1TE: Ct►ECKED 61 D.VI* E: —_- Section 4 of the main house -New addition Roof Calculations Case C L'A5EG / 2 9.9 • r 2.3 j r. o y i' 3 " 1� -f -o Ci 3 36 of 146 US STRUCTURAL DESIGN CONSULTING ENGINEERS s I I E E. F OF ' ;1) N %% 140 Street. Suite 30A. %I imni Lakes, 1. 33411 o %I,(. m 1'. 305.5 12.5860 P. 30-5-412.3so I CH ECKED BN DA FE: <%m p tin m ii d. ew.)i . . . . . . . . . . . . . . . . . . . . . . . . . • 0 0 37 of 146 US Sl*11UCTURA1. DESIGN 1,I,C CONS(. IJI`G ENGINEERS 73 0 NNt 146 Street, 5uitc 30,;. Miami kikei, FL 33111n 1'. 30:._; 12.51464) F. 34).; .12.580 %Nl%is.optinillsi i.colli c°NECk z x(. Q 6o77-cA4' e ,4v' 6. C A71) C * o t- l3e--D/NG JOB SHEET _ OF CALC BY: _i' r DATE: — --- CIIE:CKE:1) B : D.\IT: Z` Df e- = 35'P5 n t c= 35 rasa x L Fr SX sL ,.y; x eF i x e, x C., x CT x Cf x CH. i3�� !3S?� 4/t.�L xv 9�A FSxix/.3X/.i� �... •• . •r • • rr••r• tAS • • • • • • • 04 S"X v X C u�7y x ;� — q. / X/D 3 G� �••//fir? = a.� <. • .. • rByC- yX Zo.$K /•YKJO Sties _ xCC' rCC� xC, tici z rcG 38 of 146 iUS STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 73iO N%%! 146 Street. Snits 30i, NIimmi lakes. FL 33016 T.31►5.:12.5360 F.3b5.5I?.-;861 Nvvvmptinutssd.com . . . . . . . . . . . . . . . .IOB: /2 3i/ /fZr�; -i sIIF. E1' OF CALC BY: I IMTE: CHECKED BY: DOTE: 'a,J,vccr7laA) y pp/y e45EA - � c , Gy.c/Le.� -f� sScs--z,4,,t7,t.._ ✓ 1 h2. „�j 2 e,er V Z/ Lb // G//.t-c��ic7-� V = -74 G /3 L cj/ •c cc.�v Dn Z X t9.5' GOADS b'tiS-40 j Up1t {4 eASc-A/ -p- Zz331- 6 eA5c— L Ste--�__`'j x y sF z-9 �J h .S`1.8sy 'Val 5�. NSF n w • ...� • ...... • goes • • •• w • • • • • iwwww :eo • • • :•►w:w .w••w. LA.)o 2S% C 4 Sc. • o • •• • 000000 • w Z. G y CS�nw�l `/S`i Goo�Jc roc �J �ic.� s. r 2 Ls. 107e39of146 //g. L 5p COW.,-TING ENC(NE=ERS 77 D N / /"t , �7 t fir J S 67 93 3 El- •---�--•. i y � � � ��,a �� CIF' �Q�i G 1 r�5�/ '� y� �5� IT f CDa��l pvG �i, D4-L ? M SPS � X f. 3.3r x 1 , _.• � ?> 4 40 of 146 i C.. CON'KLTI G E.y GCNEEPS Y,y 41 of 146 CUNSI,.'L"1'ING EN(JI EERS . . C'A5E3 cod Z. ! •� �If Y.. � l•P6 tO I fZB.�Gj to 1 42 of 146 :- J= C'OXSULTING ENGINEERS �,� f�,•`';`, '`' ` . , ' ;fir i � � � � �� . l t r ,3'x.sy psi• �, rb • 3 _r y 3 3. 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L 5Z:7 a. t"Zz3-3 (7 K t1 j+p 0 (o 17 P 0, G Lk) L = z 13 ) - z SAS_ 3 c Al � \j v T'q. r { 1 , 1 C i% ) 4 - (,� .. . ...;.. .. 0 •..: 0006:. :0 • • 00 ...... .... ..... . .. • • . .. • •• . • 46 of 146 CONSULTING ENGINEERS y SLny u,j 3ri x13xz�.o - ?a �2 S' — �2�'� `{ L�{ G 3 x IZ-a q c yz. zz. 59Z X3 Y3 66 ...... • ...... • by SG'j5 4 LZZ-?, t! .•.••• .••.:. 35" psi x ? e fj 47 of 146 Win: Y' (.'0 LT(`G E(NEER . . . . . . . . . . . . . . . . . . 5e c.7) 0 -1 L i pp� z 3 1 � - . . .... ...... ...... .. . ...... .... . .. ..... ...... .... ..... .... .... ...... . . . . ...... 48 of 146 7.� 3- LTlNG ENG€--- ,,-:. 3S.2. I I `1 /� Z t ,P.;NA),"411 i �•l n,t �f �1 "L•t'G.. •�7�`� 33.6.�s �s1iY. �Ysr _ -35?— z y c. 61, r Z...� _ 3i•ZA3S2,' \ • .._ . • .... .• • ~\... \ \ y\ • •...• ••... • . • 0 so* Osseo • _ -_— 0:0 ...... . • ...... :ctc — 3 L, �� J•5fr'•;r y I.� .�Lr�l M� � �. �,�.,,� _ 49of146 J A 5 E l s t •�' �.4- T L 1•� i -7- e' rc41,>5 t 73 X!?•fir /yz0•`�,/L(S. rL /q.S" } f r I. 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T. 305.512.5860 F. 305 512.5861 CHECKED BY: DA"PF•: %s �w.opcimussdxom Cabana Roof Plan- Connection G 4, ! i IAl 77- G a 5,4 trst t. 4z9�'—��PS� Z-0 3 41 _ • • �hr .00. 00 7�j •••••• • •••••• • / • • • • • •••••• •••• ••••• , • • • • • • • •09 • • • • • • f r • i } •••••• ,� 54 of 146 1IUS S"I'RUCTURAL DESIGN LLC CONSUL rI\G ENGINEERS 785() N%V 146 Street, Suite 305, (i:tmi Lakes. I'L 33016 T. 305.5 if 2.5860 F. 305.5 1_'— 361 . //? %s. v 5 S. CS✓ a SIIG.F.T OF CAL.0 BY: / DATE: ('FIF;CKF I) 1w: DATE: Yes 7Sf<Z,}C/Z.�' C -- �� 3` --i •••• •.... •• • .. ..... •••• ••••• •••••• •• •• •••• •••••• ......40 . . . . ...... ��/ a� cis ...•.. ••••• • 8 _ • . . . 55 of 146 NUS STRUCTURAL, DESIGN 1 ^4 T CONSULT NG ENGINEERS 7550 146 Swet, Suite 30 . Miami Lake, FL 33016 T.30>.512.;360 F. 305.5 12.5361 �W.optirtiussrl.conl Y. r Lf SHEET OF CALC rev: hAIT: CHECKED BY: DATE: 7 Z' i I •• • •Y•♦ • •••••• • •• •••••• • r • • •• •• •••• •••••• • •••••• / +•t • -00 r r 56 of 146 IUS STRUCTURAL DESIGN LL.0 CONSULTING ENGtNEERS 78 0 `NN 146 Street, Suite 305, Miami lakes. F1, 33016 T. 305. +12.5860 F. 305.512-5861 s-��%tiv-.optimusstl.Con) . . . . . . . . . . . . . . . Meditation House Roof Plan- Connections 1 st1�:E:r of CALL BY: ! DA 1'E: CHECKED BY: DATE: tF � �1 / ��ff�ff • • •J•••• •••• • •• • • • •••••: •••• • •• ••••• •••••• •••• ••••• > fry _ w I ., • • t, ...... . • . 00 .. • .. . • 57 of 146 • ' R-S STR1-CT1RAI- DESIGN LLC SONSULMG E\\GL\TERS SEO �'« 146 Stint. Suite W. Nh'.- Laken FL 33016 . F. 30= 51..5S61 nnw.00timrd.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : tiallanaaie, monaa ssuua Printed 12 JUN 2018 5 0OPM Wood Column File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCak:\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1- General Information NEW MAIN HOUSE COLUMN Analysis Method: Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 8.330 ft r Used fog non -slender calculations; Wood Species Westem Cedars Wood Grade Select structural Fb - Tension 1,000.0 psi Fv 155.0 psi Fb - Compr 1,000.0 psi Ft 600.0 psi Fc - Prll 1,000.0 psi Density 23.190 pcf Fc - Perp 425.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,100.0 1,100.0 Minimum 400.0 400.0 Load Combination 2006 IBC & ASCE 7-05 Calculations per 2005 NDS, IBC 2009, CBC 2010, ASCE 7-05 Wood Section Name 2-2x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.0 in Allowable Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending 1.30 Area 16.50 in^2 Cf or Cv for Compression 1.10 Ix 41.594 in64 Cf or Cv for Tension 1.30 ly 12.375 inA4 Cm : Wet Use Factor 1.0 Ct: Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf: Built-up columns 1.0 NOS 7532 1,100.0 ksi Use Cr : Repetitive ? No +^c,,1-91c on!") Brace condition for deflection (buckling) along columns X-X (width) axis: Unbraced Length for X-X Axis buckling = 8.3 ft, K = 1.0 Y-Y (depth) axis : Unbraced Length for Y-Y Axis buckling = 8.3 ft, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 22.134 Ibs ` Dead Load Factor AXIAL LOADS.. . Axial Load at 8.330 ft, D = 1.0, Lr = 1.0, W =1.390 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.6082 : 1 Load Combination +D+0.750Lr+0.750L+0.75OW Governing NOS Formla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are ... Applied Axial 2.815 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 280.48 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results +D +D+Lr +D+0.750Lr-4750L +D+W +D+0.750Lr+0.750L+0.750W +D+0.750L+0.750S- 4.750W +D+0, 750Lr+0.750L+0.5250E +0.60D+W Maximum Reactions - Unfactored 0.0 : 1 +0.60D+W 8.330 it 0.0 psi 155.0 psi Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above vase � � . for load combination: n/a ' • 9 * • • • • • • • Along X-X 0.0 in at ab ft • above 4ase : • • • . for load combination : n/a • ; • • • • • Other Factors used to calculate allowable stresses''.:' •' ' ; • ... ; Bmd4ee*ressifjR • • Cf or Cv : Size based factors •Tensicn• 1.306P • • • 1.100 • • • • • • • . . . . ...... Maximum Axial + Bendina Stress Ratios Stress Ratio Status Location 0.2209 PASS 0.0 ft 0.4369 PASS 0.0 ft 0.3829 PASS 0.0 ft 0.5212 PASS 0.0 ft 0.6082 PASS 0.0 ft 0.4461 PASS 0.0 ft 0.3829 PASS 0.0 ft 0.4329 PASS 0.0 ft Maximum SheAptiios .... Stress Ratio Status - : Location _ • • 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft 0.0 PASS 8.330 ft Note: Only non -zero reactions are listed. XA Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 1.022 k Lr Only k k 1.000 k W Only k k 1.390 k 58 of 146 9-S STRI-CT11UL DESIGN LLC' ONStiLTLNG ENGLNEERS 7-..P,i._ 850 NU 146 Street. Suite 305. 3liautt Lakes.FL 33016 . 3D5.5115860 F. 305.512.5861'1 ..................... Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : rtaiianoale, I-lonaa ssuua Printed 12 JUN 2018 5:OOPM Wood Column File: ZAProjects\0PTIMUS-PROJECTS11234AlejandrolCalcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1-TRAVESNO NEW MAIN HOUSE COLUMN Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D+Lr k k 2.022 k D+W k k 2.412 k D+Lr+W k k 3.412 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0000 in 0.000 ft 0.000 in 0.000 ft D+Lr+W 0.0000 in 0.000 ft 0.000 in 0.000 ft Sketches i 3.Oin- Loads are total entered value. Arrows do not refleci absoiyte direction. • • • • • • • • • •••• • •• ••••• •••••• •••• ••••• •• •• •••• •••••• • • • • • • • • • 59 of 146 9-op -S STRL-CTL-RAL DESIGN LLC ONSCZTP G ENGUEERS 8SO -',W 146 Street, Suite 305.Miami La6-es, FL 33016 . 304.5�:5864 F. 30F.51L.5861 timnssd.com . . . . . . . . . . . . . . . . . . . . . Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed- 12 SUN 2018, 4s8PM Wood Beam File: Z:IProjects\OPTIMUS-PROJECTS11234 Alejandro\CalcslEnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 TRUSS MAIN HOUSE BEAM Material Properties Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fb - Tension 1,000.0 psi E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 1,000.0 psi Ebend- xx 1,100.0 ksi Fc - Prll 1,000.0 psi Eminbend - xx 400.0 ksi Wood Species : Western Cedars Fc - Perp 425.0 psi Wood Grade : Select structural Fv 155.0 psi Ft 600.0psi Density 23.190pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D(0.06) Lr(0.06) W(0.094) D(0.06) Lr(0.06) W(0.094) 2-2x8 Span = 5.330 ft 2-2x8 Span = 10.750 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.060, Lr = 0.060, W = 0.0940 , Tributary Width = 1.0 ft, (Roof Load) Load for Span Number 2 Uniform Load : D = 0.060, Lr = 0.060, W = 0.0940 , Tributary Width = 1.0 ft DESIGN.SUMMARY • Maximum Bending Stress Ratio = 0.7711 1 Maximum Shear Stress Ratio Section used for this span 2-2x8 Section used for this span fb : Actual = 885.51 psi fv : Actual FB : Allowable = 1,150.00psi Fv : Allowable Load Combination +D+0.750Lr+0.750L+0.750W+H Load Combination Location of maximum on span = 5.330ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.096 in Ratio = 1337 Max Upward L+Lr+S Deflection -0.010 in Ratio = 6506 Max Downward Total Deflection 0.350 in Ratio = 369 Max Upward Total Deflection -0.036 in Ratio = 1794 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length +D Length = 5.330 ft Length =10.750 ft +D+Lr+H Length = 5.330 It Length=10.750 ft +D+0.750Lr+0.750L+H Length = 5.330 It Length=10.750 ft +D+W+H Length = 5.330 ft Max Stress Ratios Span # M V CA C 1 0.273 0.164 2 0.273 0.164 1 0.531 0.319 2 0.531 0.319 1 0.467 0.280 2 0.467 0.280 1 0.678 0.407 _ ..Q.462 : 1 • •:. • psi ..41.65 �. •�1K,@0psi ��•�•• +D+0.750Lr+0.750L+0.750W+H*5.330 fit �. •. •'�par1� 1 • .... . .. .••.. • Summary of Moment Values Summary of Shear Values C r C m C t Mactual lb -design Fb-allow Vactual fv-design Fv-allow 1.000 1.000 1.150 1.000 1.000 -0.69 314.14 1,150.00 0.37 25.42 155.00 1.000 1.000 1.150 1.000 1.000 -0.69 314.14 1,150.00 0.37 25.42 155.00 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 -1.34 610.96 1,150.00 0.72 49.44 155.00 1.000 1.000 1.150 1.000 1.000 -1.34 610.96 1,150.00 0.72 49.44 155.00 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 -1.18 536.75 1,150.00 0.63 43.43 155.00 1.000 1.000 1.150 1.000 1.000 -1.18 536.75 1,150.00 0.63 43.43 155.00 1.000 1.150 1.000 1.000 1.000 1.000 1.150 1.000 1.000 -1.71 779.15 1,150.00 0.91 63.04 155.00 60 of 146 Title : 1234 Alejandro Job # IL-S STRL-CTiRaL DESIGN- LLC Dsgnr. CO\SCLTL�GE�GL�EERS Project Desc.: Residence House Addition, New Cabana and New Meditation House •350 NAI 146 Street. Suite 30, Niar Lalces-FL 33016 T.3o?.S1:S360 F.30S.M.4861 Project Notes m.00timns^d.com Hallandale, Florida 33009 Printed 12 JUN 2018 4_`SPM Wood Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 1 TRUSS MAIN HOUSE BEAM Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C F/V C r C m C t Mactual fb-design Fb-allow Vactual fv-design Fv-allow Length=10.750 ft 2 0.678 0.407 1.000 1.000 1.150 1.000 1.000 -1.71 779.15 1,150.00 0.91 63.04 155.00 +D+0.750Lr+0.750L+0.750W+H 1.000 1.150 1.000 1.000 Length = 5.330 ft 1 0.770 0.462 1.000 1.000 1.150 1.000 1.000 -1.94 885.51 1,150.00 1.04 71.65 155.00 Length=10.750 ft 2 0.770 0.462 1.000 1.000 1.150 1.000 1.000 -1.94 885.51 1,150.00 1.04 71.65 155.00 +D+0.750L+0.750S+0.750W+H 1.000 1.150 1.000 1.000 Length = 5.330 ft 1 0.576 0.346 1.000 1.000 1.150 1.000 1.000 -1.45 662.90 1,150.00 0.78 53.64 155.00 Length = 10.750 ft 2 0.576 0.346 1.000 1.000 1.150 1.000 1.000 -1.45 662.90 1,150.00 0.78 53.64 155.00 +D+0.750Lr+0.750L+0.5250E+H 1.000 1.150 1.000 1.000 Length = 5.330 It 1 0.467 0.280 1.000 1.000 1.150 1.000 1.000 -1.18 536.75 1,150.00 0.63 43.43 155.00 Length = 10.750 It 2 0.467 0.280 1.000 1.000 1.150 1.000 1.000 -1.18 536.75 1,150.00 0.63 43.43 155.00 +0.60D+W+H 1,000 1.150 1.000 1.000 Length = 5.330 It 1 0.568 0.341 1.000 1.000 1.150 1.000 1.000 -1.43 653.49 1,150.00 0.77 52.88 155.00 Length = 10.750 ft 2 0.568 0.341 1.000 1.000 1.150 1.000 1.000 -1.43 653.49 1,150.00 0.77 52.88 155.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 D+Lr+W -0.0356 3.526 D+Lr+W 2 0.3495 5.954 0.0000 3.526 Vertical Reactions - Unfactored Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.138 2.410 .950 D Only 0.040 0.704 0.277 Lr Only 0.038 0.665 0.262 W Only 0.059 1.042 0.411 D+Lr 0.078 1.368 0.539 D+W 0.100 1.745 0.688 D+Lr+W 0.138 2.410 0.950 . . .•.... Y • • • • • • • • • • • • .•.! .• . • • • • • • • • • • ...... ...... • • • • • • • • • • • • • • • • • • 61 of 146 FRV IUS STRL-CIVIL . DESIGN LLC ® C0'M146SSi t$Wm30,Mi GLNEERS 350 �'R 1J6 Street, Suite 30. 3tiami Lakes, FL 33016 T. 30t 511' 0 F. 30<.=1: 3e61 w.00timsssd.com Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida33009-r,nted:l2JUN2019, 4:r2PV Concrete Beam File:ZAProjects\0PTIMUS-PROJECTS11234AlejandrolCalcs\EnerCalc11234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CONCRETE BEAMS (a NEW ADDITION RB1 ( Vertical) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 ` fir= f c12 * 7.50 = 530.33 psi Shear: 0.750 y7 Density = 145.0 pcf R 1 = 0.80 • a, LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi - fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi f E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 • Load Combination 1`BC-2014 ASD - Span=12.0 It _Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =12.0 in Span #1 Reinforcing.... 246 at 2.50 in from Bottom, from 0.0 to 12.0 ft in this span 246 at 6.0 in from Bottom, from 0.0 to 12.0 ft in this span am 246 at 2.50 in from Top, from 0.0 to 12.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for onlculations. Load for Span Number 1 • • .. . .... Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 15.0 ft 00 • • • • 0 • • • • DESIGN SUMMARY 0000 ,. • Maximum Bending Stress Ratio = 0.401 : 1 Maximum Deflection , Section used for this span Typical Section Max Downward L+Lr+S Deflection see, • in e, R2letio • 451 ..... Mu : Applied 19.845 k-ft Max Upward L+Lr+S Deflection e e0eq1119 0. 00 in • Rati� 0 13: • . Mn * Phi: Allowable 49.532 k-ft Max Downward Total Deflection e e :13h4 in e e • Rio = • 395 Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection • • 01000 in Ratio" • 999 <•I EC' ; 0 Location of maximum on span 6.000ft ...... Span # where maximum occurs Span # 1 ; e e • ; e • • ' • • • Cross Section Strength & Inertia ' ..' .. • Phi*Mn (k-ft) Moment of Inertia(in-4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension la - Top Tension Section 1 2-#6 @ d=9.5",2-#6 @ d=2.5",2-#6 @ d=6", 49.53 49.53 1,152.00 387.29 387.29 Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.920 7.920 D Only 2.700 2.700 Lr Only 2.700 2.700 W Only 2.520 2.520 D+Lr 5.400 5.400 D+W 5.220 5.220 D+Lr+W 7.920 7.920 Shear Stirrup Requirements Between 0.00 to 0.27 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Between 0.29 to 1.15 fit Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 1.17 to 1.55 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Between 1.57 to 10.43 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in 62 of 146 Between 10.45 to 10.83 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Title: 1234 Alejandro Job # JUS STRUCTiILALL DESIGN LLC Dsgnr: coasc7 r�G>✓�r,L��xs Project Desc.: Residence House Addition; New Cabana and New Meditation House '850 .\M 146 Street. Suite 30, Mi.— Lk— FL 33016 T. 30e512_4860 F. 305.512.5861 Project Notes mr.ru•titn■rd.rola Hallandale, Florida 33009 P,m«a: 12 JuN 2018, 4:12PM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1902011, Build:6.11.6.23, Ver.6.11.6.23 7 3 BEAM--->- 0 I � _3 7 BEAM--> -0.09 -0.19 d -0.28 -0.37 1.17 237 357 4.77 5.97 7.17 8.37 0 0 ti';7• 0 10.77• Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+0.75DL,+D.75DL • +D+6.6DW ■ +D+D.750L0.750L+D.75OW ■ +D.6DD+D.60W • • • • • • • RM 39 4.77 5.97 7.17 837 9.57 10J7 11.97 Distance (ft) ■ +D III +D+L ■ +D+L- ■ +D+D. 7SOL•+.0.75Dt ■ +D+D. 6DW • +D+D.7SOL-+D.7SDL+D.750W • +D.60D+0.66W 0.84 2.04 324 4.44 5.64 6.84 9.04 9.24 Distance (ft) ■ DO+Iy ■ D+L� ■ D+W ■ D+L�+W ■ D 00y ■ L. GMy • W Only • D+L- ■ D+W ■ D+L-+W 10.44 11.64 63 of 146 IUS STRL-CTI-1LA1 DESIGN LLC CONSULWT GENGLNEERS -S50 _NW 146 Street. Suite 305, M.- Lakes, FL 33016 T. 305.5115860 F. 305.51!.5861 - .rn.00timnssd.cora . ............ Description : CONCRETE BEAMS @ NEW ADDITION_ RB1 (Lateral) Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = 5.0 ksi fr = f c * 7.50 = 530.33 psi y Density = 145.0 pcf X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Phi Values Flexure: 0.90 Shear: 0.750 01 A Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E -Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD Span=12.0 ft Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 8.0 in Span #1 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 12.0 ft in this span Applied Loads Load for Span Number 1 Uniform Load : W = 0.05620 ksf, Tributary Width = 4.10 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.136: 1 Section used for this span Typical Section Mu: Applied 3.111 k-ft Mn * Phi: Allowable 22.789 k-ft Load Combination +D+0.750Lr+0.750L+0.75OW Location of maximum on span 6.000ft Span # where maximum occurs Span # 1 WM 345 at 2.50 in from Top, from 0.0 to 12.0 ft in this span Service loads entered. Load Factors will be applied for calculations. Q 000 in Ratio = 0 <300• • • • • • OUOT in Ratio =• • • 0 <360 • bM. in Rati8 = * 2766 * * • 15,"n Ratio c• • • P99 <1 M* • • • . • • • • .0:::. ...... Cross Section Strength &Inertia � • Phi*Mn (k-ft) �.1W me of Inertia • .( 44) : * ` • ; Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension •ICr - Top Tension Section 1 3-#5 @ d=5.5a,3-#5 @ d=2.5a, 22.79 22.79 512.00 115.46 115.46 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.383 1.383 W Only 1.383 1.383 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 6.000 3.11 22.79 0.14 +D Span # 1 1 6.000 3.11 22.79 0.14 +D+- 64 of 146 Span # 1 1 6.000 3.11 22.79 0.14 Title : 1234 Alejandro Job # :fir R-S STRL-CTLI 1L DESIGN LLC Dsgnr: _ CO�SCZiZ�GE- GLN-EERS Project Desc.: Residence House Addition, New Cabana and New Meditation House -950 NNV" 146 Street Suite 305. Mi-j Lakes, FL 33016 F. 305.512.5860 F. 30.5.412.5861 Project Notes ":a.tam Printed: 12 JUN 2018, 4:13PM Description : CONCRETE BEAMS @ NEW ADDITION_ RB1 (Lateral) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span MU: Max Phi-Mnx Stress Ratio +D+Lr Span # 1 1 6,000 3.11 22.79 0.14 +D+0.750Lr+0.750L Span # 1 1 6.000 3.11 22.79 0.14 +D+0.60W Span # 1 1 6.000 2.49 22.79 0.11 +D+0.750Lr+0.750L+0.750W Span # 1 1 6.000 3.11 22.79 0.14 +0.60D+0.60W Span # 1 1 6.000 2.49 22.79 0.11 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " ' Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 32 2.4 1.6 0.8 BEAM--->s 1.17 237 3.57 4.77 5.97 7.17 837 9.57 10.77 11.97 Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+0.750L-+D.75DL • +D+D.6DW • +D+D. 750L-+0.7SDL+6.7SDW ■ +0.6DD+D.6OW 1.1 0.5 .Y� BEAM--->: -0.5 BEAM--n- .0.013 -0.027 I o -0.040 -0.053 • • • • • 1.D 237 3S7 4.77 5.97 7.17 837 • • *747 • 10✓7• • A.V • • Distance (Ft) •••••• •••• ••••• ■ +D ■ +D+L • +D+L, ■ +D+D.75DL-0.75OL • +D+D.6DW • +D+D.7SDL•+D.7SOL+D.7SOW • +D.60D+0.6DW • • • • • • • • • • • • • • • • • • • • • •• •• • •• • • e.w. eaw l.L4 4.44 5.64 6,84 8.64 924 10.44 11.64 Distance (ft) ■ W Only 65 of 146 in'SSTRUCTI-FLU DESIG\ LLC CO\SLZTLIG E-NGL\'EERS "0r0 NW 146 St-t. Suitt 30-. ]li-i Lakes. FL 33016 F. 30< <12.5960 F. 309. 51: 5861 nna.o•t�ns•d.aom Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN ems. 4 4Pa Concrete Beam File:Z:\ProjectslOPTIMUS-PROJECTS11234AlejandrolCalcs&erCaIc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CONCRETE BEAMS @ NEW ADDITION,__ RB2 ( Vertical) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = 5.0 ksi Phi Values Flexure: 0.90 ` fr = fc * 7.50 = 530.33 psi Shear : 0.750 • • W Density = 145.0 pcf 01 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi I • • E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination :FBC-2014 ASD • • Span=16.0 ft Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 20.0 in Span #1 Reinforcing.... 245 at 2.50 in from Bottom, from 0.0 to 16.0 ft in this span 245 at 10.0 in from Bottom, from 0.0 to 16.0 ft in this span Applied Loads Load for Span Number 1 Uniform Load: D = 0.060, Lr = 0.060, W = 0.0280 k/ft, Tributary Width = 1.0 ft Uniform Load: D = 0.2930 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.190: 1 Section used for this span Typical Section Mu: Applied 13.408 k-ft Mn * Phi: Allowable 70.547 k-ft Load Combination +D+0.750Lr+0.750L+0,75OW Location of maximum on span 8.000ft Span # where maximum occurs Span # 1 - Bin 245 at 2.50 in from Top, from 0.0 to 16.0 ft in this span Service loads entered. Load Factors will be appliedlor caloulations. . ♦.•... •• . ••.• . ••..•. .. ...... • • . . . b -ttS *in_ Ratio = •31836 • • • • . • 6�6 jn Ratiq !!"O . 0 <36t" • 0.050 in Ratio * • • 6352 • • • • • •Qk@Qin Ratio= . 999<180 • . . . . ••••.• • • 0 .• Cross Section Strength & Inertia • Phi*Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2-#5 @ d=17.5",2-#5 @ d=2.5*,2-#5 @ d=10", 70.55 70.55 5,333.33 1,146.43 1,146.43 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.528 3.528 D Only 2.824 2.824 Lr Only 0.480 0.480 W Only 0.224 0.224 D+Lr 3.304 3.304 D+W 3.048 3.048 D+Lr+W 3.528 3.528 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations FF of 1Ar LL"S STRL"CTUILA-L. DESIG- LLC C'O\SLLMG ENGLIEERS 1350 _NAV 146 Stmt. Suit, 305. \lial.i Lakes, FL 33016 T. 30t 512.5860 F. 30F.51: 5861 _ - w.nDlim.:.a.tom Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Printed: 12 JUN 2018, 4:14PM Description : CONCRETE BEAMS @ NEW ADDITION_ RB2 ( Vertical) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.000 13.41 70.55 0.19 +D Span # 1 1 8.000 11.30 70.55 0.16 +D+L Span # 1 1 8.000 11.30 70.55 0.16 +D+Lr Span # 1 1 8.000 13.22 70.55 0.19 +D+0.750Lr+0.750L Span # 1 1 8.000 12.74 70.55 0.18 +D+0.60W Span # 1 1 8.000 11.83 70.55 0.17 +D+0.750Lr+0.750L+0.75OW Span # 1 1 8.000 13.41 70.55 0.19 +0.60D+0.60W Span # 1 1 8.000 7.32 70.55 0.10 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' DeFl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr+W 1 0.0302 8.160 0.0000 0.000 3.4 1.7 BEAM---» -3.4 14.3.6• • 15,36 • 1.56 3.16 4.76 6.36 7.96 9S6 11.16 12.76 Distance (Ft) ■ +D ■ +D+L ■ +D+L, ■ +D+D.75DL-+D. 7SDL M +D+D.6DW . +D+0.7S0L-+0.7S0L+D.]SDW . +D.60D+0.60W • MONO WEEM . . . 1.12 2.72 4.32 S.92 7S2 9.12 L0.72 12.32 13.92 15.52 Distance (Ft) ■ DO•ly ■ D+L• ■ D+W ■ I . DO•ly L-OMy . W O•ly . D+L� ■ D+W ■ D+I 67 of 146 ' IUS STRUCTiRAL DESIGN LLC CONSULMG ENGLNURS -3$0 NM 146 Street. Suite SOP. ]tiami Lake%FL 33016 T.30<g12.5360 F. 30+.P12P861 _ awotimas:d.com . . . . . . . . . . . . . . . . . . . . . Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes: Hallandale Honda33UUy edl '2,UN2018, 4.15PM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Buiki:6.11.6.23, Ver.6.11.6.23 Description : CONCRETE BEAMS @ NEW ADDITION_ RB2 ( Lateral) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = 5.0 ksi Phi Values Flexure: 0.90 fr = fc * 7.50 = 530.33 psi Shear: 0.750 y Density = 145.0 pcf R 1 = 0.80 a, LtWt Factor = 1.0 • • • Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi m fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi • • • E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination fBC-2014 ASD Span=16.0 ft Cross Section &Reinforcing Details Rectangular Section, Width = 20.0 in, Height = 8.0 in Span #1 Reinforcing.... 346 at 2,50 In from Top, from 0.0 to 16.G ft in this span 346 at 2.50 in from Bottom, from 0.0 to 16.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for ialculations. Load for Span Number 1 • • Uniform Load : W = 0.05273 ksf, Tributary Width = 8.60 ft • • • • • • • • • . • • DESIGN SUMMARY ; Maximum Bending Stress Ratio _ 0.318: 1 Maximum Deflection • • • • . .Section used for this span Typical Section Max Downward L+Lr+S Deflection ::;.OpOinRatio= 0 <�n. • • Mu: Applied 10.883k-ft Max Upward L+Lr+S Deflection 000 in Ra/io •• • 016Q. . Mn * Phi: Allowable 34.211 k-ft Max Downward Total Deflection • • • 6.4t3 in Rato = 423 • • Load Combination +D+0.750Lr+0.750L+0.750W Max Upward Total Deflection • •: .1MD in Rag8 • • • • 999 <"• • • Location of maximum on span 8.000ft • • • • • • • • • 0 0 0: 0 Span # where maximum occurs Span # 1 ...•.• Cross Section Strength & Inertia : • • • • • 0 Phi*Mn k-ft ( ) • Wom•nt of Inertia • • • Cross Section Bar Layout Description Btm Tension Top Tension • �(in:4) I gross Icr - Btm Tension 1cr!Top Tension Section 1 3- #6 @ d=2.5",3- #6 @ d=5.5*, 34.21 34.21 853.33 172.00 172.00 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.628 3.628 W Only 3.628 3.628 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc12, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.000 10.88 34.21 0.32 +D Span # 1 1 8.000 10.88 34.21 0.32 +D+L 68 of 146 Span # 1 1 8.000 10.88 34.21 0.32 a'. f IL'S STRL-CTL-R-A.. DESIGN LLC CONSUILMG ENGMERS _ 78:4 N%V 146 Stmt, Suite 365. Mi.- LA.%FL 33016 T. 30 ,5125860 F. W I!.?861 .t wv"r.o•tim•s:d.com Florida 33009 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Description : CONCRETE BEAMS @ NEW ADDITION_ RB2 ( Lateral) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio +D+Lr Span # 1 1 8.000 10.88 34.21 0.32 +D+0.750Lr+0.750L Span # 1 1 8.000 10.88 34.21 0.32 +D+0.60W Span # 1 1 8.000 8.71 34.21 0.25 +D+0.750Lr+0.750L+0.75OW Span # 1 1 8.000 10.88 34.21 0.32 +0.60D+0.60W Span # 1 1 8.000 8.71 34.21 0.25 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination 1 0.0000 0.000 11 8 6 E 0 E 3 BEAM--» Max. "+" Defl Location in Span 1.56 3.16 4J6 6.36 7.96 9.56 11.16 1296 14.36 15.96 Distance (ft) ■ +D / +D+L ■ +D+b ■ +D+0.75DL.+0.750L • +0+0.6DW • +D+D.750LD.75DL+D.75DW ■ +0.6DD+0.6DW 2.8 1.4 BEAM—- 1.4 -2.8 • ••••• • ••••• 1.56 3.16 4.76 6.36 7.96 9.56 11.16 12.76 14.36 15.36 • Distance (ft) • • • • • • • • • • • • ■ +D / +D+L / +D+L. / +D+p.7SDL.+D.75DL t +D+0.6DW a +D+O.7SDL,+O.750L+0.750W +D.60D+6.60W • • • • • • • • • • "4M--. • • • • • .0.12 -0.23 m I � -0.35 -0.46 I I M ME 1.12 2.72 4.32 5.92 7.52 9.12 10.72 1232 L3.92 15.52 Distance (ft) ■ W o•ly 69 of 146 ^.y IUS STRL-CTL'ILAL DESIG- LLC' C'ONSULTV�G E_NG]P'EERS s. '350 NW lib Street Snit, 305, Miami Lakes, FL 33016 T. 305.512.5360 F. 305.512.5861 *„R.�t�ns;a.tnm ..................... Florida 33009 Description : CONCRETE BEAMS @ NEW ADDITION_ RB3 ( Vertical) Material Properties fc = 5.0 ksi fr= fc1� * 7.50 = 530.33psi yf Density = 145.0 pcf X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Phi Values Flexure Shear Fy - Stirrups fy - Main Rebar = 60.0 ksi E -Stirrups = E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = Number of Resisting Legs Per Stirrup = Load Combination FBC-2014 ASD Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 0.90 0.750 0.80 40.0 ksi - 29,000.0 ksi # 3 2 Span=10.0 ft 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =12.0 in Span #1 Reinforcing.... 246 at 2.50 in from Bottom, from 0.0 to 10.0 ft in this span 246 at 2.50 in from Top, from 0.0 to 10.0 ft in this span* • • • • • • • • • • • 246 at 6.0 in from Top, from 0.0 to 10.0 ft in this span . . . • Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Service loads entered. Load Facto74vj1�Zpplied f:r &l4lations.. 0 a 0 Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width =18.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.358: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection Mu : Applied 17.746 k-ft Max Upward L+Lr+S Deflection Mn * Phi: Allowable 49.532 k-ft Max Downward Total Deflection Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection Location of maximum on span 5.000ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Phi*Mn (k-ft ) .... . .. ..... .. .. .... ...... •(�1$�ig Ratio = 649 . • 40.000 it Ratio = 0 <36Q . • ; . 00.216 in Ratio:=...:%6 }J.040'ig Ratios 999 <18(:....: Moment of Inertia (in^4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2-#6 @ d=9.5e,2-#6 @ d=2.5e,2-#6 @ d=6", 49.53 49.53 1,152.00 387.29 387.29 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.403 8.403 D Only 3.183 3.183 Lr Only 2.700 2.700 W Only 2.520 2.520 D+Lr 5.883 5.883 D+W 5.703 5.703 D+Lr+W 8.403 8.403 Shear Stirrup Requirements Between 0.00 to 0.56 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Between 0.58 to 0.87 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 0.89 to 1.60 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in 70 of 146 Between 1.62 to 8.38 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in I' SL-S STRL-CTt'FUL DESIGN LLC CONSULMG ENGLN-EERS '8S0 ill 146 Street. Suite 30,. Miami Lakez, FL 33016 _ T. 309.512.9860 F. 309.M5861 - w�ra.o•timus•d.cam Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Description : CONCRETE BEAMS @ NEW ADDITION_ R133 ( Vertical) Shear Stirrup Requirements Between 8.40 to 9.11 ft, PhiVct2 < Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Between 9.13 to 9.42 it, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 9.44 to 9.98 ft, PhiVc/2 < Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 4.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 17.75 49.53 0.36 +D Span # 1 1 5.000 7.96 49.53 0.16 +D+L Span # 1 1 5.000 7.96 49.53 0.16 +D+Lr Span # 1 1 5.000 14.71 49.53 0.30 +D+0.750Lr+0.750L Span # 1 1 5.000 13.02 49.53 0.26 +D+0.60W Span # 1 1 5.000 11.74 49.53 0.24 +D+0.750Lr+0.750L+0.750W Span # 1 1 5.000 17.75 49.53 0.36 +0.60D+0.60W Span # 1 1 5.000 8.55 49.53 0.17 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr+W 1 0.2157 4.900 0.0000 0.000 7 BEAM---> I .0.06 -0.11 -0.17 0.22 w MIS IM i �� "7 4 r4l 0.98 1.98 2.98 3.98 4.98 5.99 6.98 • • 7.3i • • 1.1100 DIStame (ft) • • • •••• • • ■ +D E +D+L 11 +D+L- . +D+0.756L-D.]SDL ■ +D+D.60W • +D+0.7 SDL-O.]SDL+0.7SDW . +0.60D+D.6Gw • •• 0.98 1.38 2.98 3.98 4.98 5.90 6.98 7.98 8.99 9.98 Distance (ft) ■ +D ■ +D+L ■ +D+L. ■ +D+D.750L-+D.7SDL ■ +D+0.60W • +D+D. 7SOL•10. 7SDL+0.7SDW • +D.60D+0.6DW 0.70 1.70 2.70 3.70 4.70 5.70 670 770 8J0 9.70 Distance (Ft) 71 of 146 ■ DO -1y ■ D+L- ■ D+W ■ D+L,+W EDO•ly 4 L,O•ly w W O-ly 8 D+L, 0 D+W ■ D+L-+W 3 " US STRUCTURAL DESIGN LLC CO -St LMG E_NGUEERS '850 NIV 146 Street, Suite 304. Miami likes, FL M016 T. 305.512.5860 T. 30e 31!.5861 't nxrc.n•timnssd.com Description : CONCRETE BEAMS @ NEW ADDITION_ RB3 ( Lateral) Material Properties Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 1/2 fr = f c * 7.50 = 530.33 psi Shear: 0.750 W Density = 145.0 pcf 131 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination :FBC-2014 ASD rya 12"wx8"h Span=10.0 ft _Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 8.0 in Span #1 Reinforcing.... 0000 346 at 2.50 in from Bottom, from 0.0 to 10.0 ft in this span 346 at 2.50 in from Top, from 0.0 to 10.0 ft in this spans • . • •. • • • • • • Applied Loads Service loads entered. Load FactotSytylFbE'applied fpr•r**ulations. . • Load for Span Number 1 ...... .. . ...... Uniform Load: W = 0.07744 ksf, Tributary Width = 4.0 ft ; • • . DESIGN SUMMARY • • • • Maximum Bending Stress Ratio = 0.101 : 1 Maximum Deflection �.. • • • • • • • Section used for this span Typical Section Max Downward L+Lr+S Deflection .49GQ ip Ratio .... 0 <360 • • • • Mu: Applied 2.904 k-ft Max Upward L+Lr+S Deflection .q,0Q4 fi RaticP ; • • �' 0 <360 ..... Mn * Phi: Allowable 28.840 k-ft Max Downward Total Deflection 0.034 � Ratio = 3556 •' Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection ;ff Qddw Ratio = 999<180 • • • Location of maximum on span 5.000ft Span # where maximum occurs Span # 1 • Cross Section Strength & Inertia • • • Phi*Mn (k-ft) Moment of Inertia (in'4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross la - Btm Tension Icr - Top Tension Section 1 3-#6 @ d=5.5",3-#6 @ d=2.5", 28.84 28.84 512.00 146.30 146.30 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.549 1.549 W Only 1.549 1.549 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 2.90 28.84 0.10 +D Span # 1 1 5.000 2.90 28.84 0.10 +D+L 72 of 146 Span # 1 1 5.000 2.90 28.84 0.10 Title : 1234 Alejandro Job # + IL-S STRL-CTIJUL DESIG- LLC Dsg CO\SCLMGENGLN-EERS Projeer: ct Desc.: Residence House Addition, New Cabana and New Meditation House e '350 N %V 146 Street, Suite 305, Mi.- Lakes. FL 33016 = T. 305.51s-.5860 F. l0q 51_ 5961 Project Notes ., wuw.o•limas.d.com . . . . . . . . . . . . . . . . . . . . . Hallandale, Florida 33009 Printed 12 iury 2018, 4 17PM Concrete Beam File: Z1ProjectslOPTIMUS-PROJECTS11234Alejandro\Cais\EnerCak11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CONCRETE BEAMS @ NEW ADDITION_ RB3 ( Lateral) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max PhiVnx Stress Ratio +D+Lr Span # 1 1 5.000 2.90 28.84 0.10 +D+0.750Lr+0.750L Span # 1 1 5.000 2.90 28.84 0.10 +D+0.60W Span # 1 1 5.000 2.32 28.84 0.08 +D+0.750Lr+0.750L+0.75OW Span # 1 1 5.000 2.90 28.84 0.10 +0.60D+0.60W Span # 1 1 5.000 2.32 28.84 0.08 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location in Span Load Combination 1 0.0000 0.000 3.0 2.2 .S o0 0.7 BEAM -- BEAM ---'a -OA09 c -0A37 I D -0A26 -0.034 Max. "+' Defl Location in Span 0.98 1.99 2.98 3.98 4.90 5.98 6.98 7.98 8.98 9.98 Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+DJ50LD.75DL • +D+D.6DW a +D+D.75DL,+D.7SDL+D.75OW • +0.6DD+0.6DW M=WMWWMWM0W 0 mmm 0.98 1.98 2.98 3.98 4.98 5.98 6.98 • • 07038 • �/jg• Distance (R) • • • • • • • ■ +D ■ +D+L ■ +D+L- ■ +D+D.75DL•10-7SDL ■ +D+D.6DW ■ +D+D.75DL-+D. 75DL+D.75DV1 - �•.• • UJU 1." 2.70 3JU 4.70 5.70 6.70 7.70 8.70 9.70 Distance (ft) ■ W 0.1, 73 of 146 • TT-S STRL-C'TI-RAL DESIG- LLC' CONSI.LTV�G E_NGLN'EERS -S50 Nei 146 Street. Suite 30- Sli— Lakes, FL 33010 T. 305.512.sbw F. 305.51I.5961 saw.00timus•d.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 - 4 +.aPM Concrete Beam File: Z:1Projects\OPTIMUS-PROJECTS11234 AlejandrolCalcslEnerCalc\1234branger.ec6 ENERCALC. INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : CONCRETE BEAMS @ NEW ADDITION_ RB-4 ( Vertical) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc12 ` 7.50 = 530.33 psi Shear: 0.750 tV Density = 145.0 pcf R 1 = 0.80 • • a, LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi - fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup = 2 • • Load Combination FBC-2014 ASD a 8"wx12"h Span=6.0 ft _Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 12.0 in Span #1 Reinforcing.... 245 at 2.50 in from Bottom, from 0.0 to 6.0 ft in this span 245 at 2.50 in from Top, from 0.0 to 6.0 ft in this spW? • • • Applied Loads Service loads entered. Load FalorsAl 6be applied • for calculations •: • Load for Span Number 1 • • • Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 7.40 ft • • • : • • • • • • • • • • DESIGN SUMMARY • • • • • - - • • • : Maximum Bending Stress Ratio = 0.093: 1 Maximum Deflection • 0 • • • an T Section used for this span Typical Section Max Downward L+Lr+S Deflection • • • O.b03 in • • • • • • • • Ratio = 26737 • • Mu: Applied 2.448 k-ft Max Upward L+Lr+S Deflection • • :d.840 in R@tte--p • . 0 <' tC • - Mn' Phi: Allowable 26.353 k-ft Max Downward Total Deflection • • U.604 in Rat":9017622 • • • •; • Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection *. 90�8AO in Ratio a 999 <180 • • Location of maximum on span 3.000ft • • • • • • • Span # where maximum occurs Span # 1 • • • • Cross Section Strength & Inertia .. . .. . . • • Phi`Mn (k-ft) Moment of Inertia (in"4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2-#5 @ d=9.5",2-#5 @ d=2.5", 26.35 26.35 1,152.00 258.92 258.92 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.954 1.954 D Only 0.666 0.666 Lr Only 0.666 0.666 W Only 0.622 0.622 D+Lr 1.332 1.332 D+W 1.288 1.288 D+Lr+W 1.954 1.954 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVct2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max PhieMnx Stress Ratio 74 of 146 MAXimum BENDING Envelope JIUS STRUCTI-fUL DESIGN LLC CONSC-LMG IUNGL�'EERS -8.4 NU 146 St-f. Suite 30.. Mi.- Lakes. FL 33016 T. 305.51_•SE60 F, SBt.SL•.i861 wyrss.optim•s•d.<om IJ III OA BEAM-- , -0.8 -1.7 BEAM--- a a .0.0010 v-0.0021 I d .0.0031 .0.0042 Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : U.59 1.19 1.79 2.39 2.99 3.59 4.19 • 4. -,9 • �3. 1 •wl • • • Distance (k) • • • • ■ +D ■ +D+L ■ +D+0 ■ +D+D.7SDL.+D.7SDL • +D+0.60W • +D+0.7SDL-+D.7SDL+D.7SDW • +0.60D+D 60W • • • • • • : • •, • 6 • • • MmWl WWI • • • V ago* • ••• 0.59 1.19 1.79 239 2.99 359 4.19 994.790 • %39 • 9S.99 • • • Distance (k• ) • • • ■ +D ■ +D+L ■ +D+L- ■ +D+D. 7SOL-D.7SDL • +D+D.6DW • +D+D.7SDL-+0.7SDL+0.7SDW • +0.60D+D.60W 0.42 1.02 1.62 2.22 2.82 3.42 4.02 4.62 5.22 S.82 Distance (k) ■ DO•ly ■ D+L- ■ D+W ■ D+L.+W ■ D O.ly a L, OMy • W O•ly ■ D+L- ■ D+W ■ D+L.+W 75 of 146 RUS STRUCTiR►I. DESIGX LLC CONSC'[ MG ENGMERS TS50 N W 146 Street, Suite 305, Maori Lakes, FL 33016 F. 305.51?.5060 F. 305.512.4961 A'WA'.OptImH55d.fHm • . . . • • • • • • • • Concrete Beam Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed- 12 JUN 2018. 4.19PM ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CONCRETE BEAMS @ NEW ADDITION_ RB-4 ( Lateral) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = 5.0 ksi Phi Values Flexure: 0.90 fr = fc * 7.50 = 530.33 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi . E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination ,FBC-2014 ASD Span=6.0 ft _Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 8.0 in Span #1 Reinforcing.... 245 at 2.50 in from Bottom, from 0.0 to 6.0 ft in this span 245 at 2.50 in from Top, from 0.0 to 6.0 ft in this spat• • • • • Applied Loads Service loads entered. Load Facjprs,&M be applies To4'talculatioTi3r*';' Load for Span Number 1 • • Uniform Load : W = 0.05273 ksf, Tributary Width = 4.10 ft "';'" " ` ''"" DESIGN SUMMARY • ` • • • • • • Maximum Bending Stress Ratio = 0.042: 1 Maximum Deflection • • • • • Section used for this span Typical Section Max Downward L+Lr+S Deflection ' ` 100 in Ra'fio = ' 0 < �0; • `. Mu: Applied 0.7297 k-ft Max Upward L+Lr+S Deflection • • in R it,•=• • • 0 <Sb" • - Mn * Phi: Allowable 17.567 k-ft Max Downward Total Deflection • • 0"03 in Rate)- 123591 • • • • * • Load Combination +p+0.750Lr+0.750L+0.750W Max Upward Total Deflection . • p.(y(,}0 in Ratio . 999 <180 • Location of maximum on span 3.000ft • • , • • • + •• • • Span # where maximum occurs Span # 1 . • : • • ` • • • • Cross Section Strength & Inertia 00 • • Phi*Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2- #5 @ d=5.5",2- #5 @ d=2.5", 17.57 17.57 512.00 86.58 86.58 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.649 0.649 W Only 0.649 0.649 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.000 0.73 17.57 0.04 +D Span # 1 1 3.000 0.73 17,57 0.04 +D+L 76 of 146 Span # 1 1 3.000 0.73 17.57 0.04 Title : 1234 Alejandro Job # tlxa ti R-S STRUCTiiLA-L DESIGN LLC DSgnr: CO�SI LTL�G ��GL�EERS Project Desc.: Residence House Addition, New Cabana and New Meditation House 850 SX{ 146 Stmt. Suite 30-. Miami Laken FL 33016 T.30-5.!1!.5%0 F. 30551_.5861 Project Notes __.opti=,,d.com . . . . . . . . . . . . . . . . . . . . . Hallandale, Florida 33009 Printed 12 JUN 2018, 4 19PM Concrete Beam File:ZAProjects\OPTIMUS-PROJECTS\1234Alejandro\Cass\EnerCak:\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CONCRETE BEAMS @ NEW ADDITION_ RB-4 ( Lateral) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi+Mnx Stress Ratio +D+Lr Span # 1 1 3.000 0.73 17.57 0.04 +D+0.750Lr+0.750L Span # 1 1 3.000 0.73 17.57 0.04 +D+0.60W Span # 1 1 3.000 0.58 17.57 0.03 +D+0.750Lr+0.750L+0.75OW Span # 1 1 3.000 0.73 17.57 0.04 +0.60D+0.60W Span # 1 1 3.000 0.58 17.57 0.03 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 0.74 0.56 0.37 0.19 BEAM---sa 0.59 1.19 1.79 2.39 2.99 359 4.19 4.79 539 5.99 Distance (ft) ■ +D • +D+L ■ +D+L- ■ +D+D.75DL-+0. 7SDL • +D+D.60W a +D+0.7SDL-+0.7S0L+0.7S0W • +0.6DD+D.6DW 0.50 0.25 BEAM- L N -0.25 -0.50 BEAM— 0.0008 c-0.0016 d -0.0023 -0.0031 004••• • • ••• •• ••• • • ••• 059 1.19 1.79 239 2.99 359 4.19 7.?i _937 Distance (ft) • • • • • • • ■ +D ■ +D+L ■ +D+L, ■ +D+D. 75DL-+0.7SDL ■ +D+0.6DW • +D♦D.750L• 0.7S0L+0.7S6W • +0.60D+0.60. • • • 0.42 1.02 1.62 222 2.92 3.42 4,02 4.62 522 5.82 Distance (ft) ■ W O.ly 77 of 146 ' IUS STRUCTURAL DESIG- LLC CO\SCLMG E-NGLNTERS 850 NM* 146 Street. Suite 305. Miann Lakes. FL 33016 T. 105.512.5860 F. 305.512 e861 - nw.00Nmnssd.ao® . . . . . . . . . . . . . . . . . . . . . Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 = uN ' `-- A Concrete Column File: Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC. INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : New Addition -Column C1 General Information fc : Concrete 28 day strength = 5.0 ksi E _ = 4,030.51 ksi Density = 145.0 pcf R = 0.80 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.0 % Max. Reinf. = 8.0 % Load Combination :FBC-2014 ASD Column Cross Section Column Dimensions :18.Oin high x 8.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing :4 - #6 bars @ corners, Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height = 8.10 ft End Fixity Top & Bottom Pinned ACI Code Year ACI 318-05 Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.1 ft, K = 1.0 Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis NO .#6 X X Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included: 1,174.50 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.10 ft above base, D = 2.70, LR = 2.70, W = 2.520 k • • • • •••••• BENDING LOADS... • •••••• Lat. Uniform Load creating Mx-x, W = 0.3370 klft • • • • • • • Lat. Uniform Load creating My-y, W = 0.1950 ktft • • •; • • • • • • • • • • DESIGN SUMMARY """ ' ' ' Load Combination +D+0.750Lr+0.750L+0.75OW Maximum SERVICE Load Reactions ..o . . . . ' Location of max.above base 8.046 ft Top along Y-Y k Bo;om along Y-1 k ' • ". Maximum Stress Ratio 0.02750 : 1 Top along X-X k 'TOYaOnI $long X-X • • •. k Ratio = (Pu'2+Mu'2)1.5 I (PhiPnA2+PhiMnA2)^.5 • • • • 9 • : • • • • : • Pu = 7.790 k cp * Pn = 283.42 k : • • : • : • . Maximum SERVICE Load Deflections :...:. " • •' • Mu-x = -2.073 k-ft tP * Mn-x = 86.288 k-ft ... Along Y-Y-0.002105 in at . t above base • 0 • Mu-y = 1.199 k ft 9 * Mn y = 6.087 k-ft �cA for load combination : W Only 000000 • Mu Angle = 30.0 deg Along X-X 0.006167in at 4.077 ft above base• Mu at Angle = 2.395 k-ft cpMn at Angle = 86.502 k-ft for load combination : W Only Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... General Section Information. (P = 0.650 (3 = 0.80 0 = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 710.12 k p : % Reinforcing 1.222 % Rebar °I° Ok Pnmin : Nominal Min. Tension Axial Capacity -105.60 k Reinforcing Area 1.760 inA2 cp Pn, max: Usable Compressive Axial Capacity 369.26 k Concrete Area 144.0 inA2 9 Pn, min: Usable Tension Axial Capacity -68.640 k ;oveming Load Combination Results Governing Factored Dist. from Load Combination base ft +D +D+Lr 8.05 8.05 Axial Load k Dist. from Pu Q*Pn base ft S x S x* Mux 3.87 369.26 8.05 1.000 6.57 369.26 8.05 1.000 Bending Analysis k-ft Stress Ratio rP Mnx Sy Sy * Muy tp Mny 1.000 0.010 1.000 0.018 78 of 146 IL"S STRL"CTLRAL DESIGN LLC CONSLTM G ENGLNURS '8b0 SRV 146 Street, Suite 305. )limo Lakes, FL 33016 _ T.30<M.5860 F. 309.51!.5S61 ¢'WR.ODtLD¢s;d.cOR Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 PNnted. 13 JUN 2018, 4 45PM Concrete Column File:Z:IProjectslOPTIMUS-PROJECTS11234AIejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : New Addition -Column C1 Governina Load Combination Results Governing Factored Dist. from Axial Load k Dist. from Bending Analysis k-ft Stress Ratio Load Combination base ft Pu cp * Pn base ft 6x g x * Mux rp Mnx 6y 8y a Muy cp Mny +D+0.750Lr+0.750L 8.05 5.90 369.26 8.05 1.000 1.000 0.016 +D+0.60W 8.05 5.39 260.87 8.05 1.000 -1.66 91.06 1.000 0.96 6.18 0.021 +D+0.750Lr+0.750L+0.75OW 8.05 7.79 283.42 8.05 1.000 -2.07 86.29 1,000 1.20 6.09 0.028 +0.60D+0.60W 8.05 3.84 200.40 8.05 1,000 -1.66 98.64 1.000 0,96 6.47 0.019 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.700 k Lr Only k k 2.700 k W Only 1.365 1.365 k 0.790 0.790 k 2.520 k D+Lr k k 5.400 k D+W 1.365 1.365 k 0.790 0.790 k 5.220 k D+Lr+W 1.365 1.365 k 0.790 0.790 k 7.920 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0062 in 4.077 It -0.002 in 4.077 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0062 in 4.077 ft -0.002 in 4.077 ft D+Lr+W 0.0062 in 4.077 ft -0.002 in 4.077 ft Sketches x *M *86 j . . ... ...... ...... . . ...... .... . .. ..... .. .. .... ...... ...... ... . . . 0 0 0 0 • n0 • • 79 of 146 IWIUS STRL C'TiRAL DESIGN LLC ® C 50 NAA 1IL1...1. ��.ERS '45U �R 1Jo Sn<e�. Jmte 305. Mi.- L�6 ', FL 33010 T. 30i Ft='%0 F. SU<.<I:.i3d1 w.00rimnscd.co Hallan Concrete Column Description : New Addition -Column C1 Interaction Diagram 425.0 382.5 340.0 297.5 255.0 212.5 170.0 127.5 85.0 42.5 -31.3 -62.5 -93.8 -125.0 -156.3 0.0 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Florida 33009 Pnnted: 13 juN 2018. 4 45PM File: Z:1Projects\OPTIMUS-PROJECTS11234 Alejandro\Calcs\EnerCal61234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Concrete Column P-M Interaction Diagram Allowable Moment (k-ft) Q 18.2 26.4 30.6 52.8 66.0 70.2 92.4 106.6 118.8 132.0 . . .... ...... ...... .. . ...... .... . .. ..... .. .. .... ...... ...... . . . . ...... • • • • • • . . • 80 of 146 Title : 1234 Alejandro Job # IL-S STRUCTiiLAI. DESIGN' LLC Dsgnr: CQNSCLMGE-NGLNURS Project Desc.: Residence House Addition, New Cabana and New Meditation House 550 N%V 146 Street, Suite 30-, Miami Lak-FL 33016 T. 30a.51 5860 F.30+5115861 Project Notes w.o•rianns:d.mm Hallandale, Florida 33009 Printed: 14 UN 2018, 11 c8AM Concrete Column File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234brariger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : New Addition - Column C2 General Information Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc : Concrete 28 day strength = 5.0 ksi Overall Column Height = 8.10 ft E = = 4,030.51 ksi End Fixity Top & Bottom Pinned Density = 145.0 pcf ACI Code Year ACI 318-05 (3 = 0.80 Brace condition for deflection (buckling) along columns fy - Main Rebar = 60.0 ksi X-X (width) axis: Unbraced Length for X-X Axis buckling = 7.5 ft, K = 1.0 E - Main Rebar = 29,000.0 ksi Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Allow. Reinforcing Limits ASTMA615 Bars Used Min. Reinf. = 1.00/0 Max. Reinf. = 8.0 Load Combination :FBC-2014 ASD Column Cross Section Column Dimensions :44.0in high x 8.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing :4 - #6 bars @ corners„ 2.0 - #6 bars left & right between corner bars Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included: 2,871.0 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.10 ft above base, D = 2.824, LR = 0.480, W = 0.2240 k • • • • •••••• BENDING LOADS... • • •••••• Lat. Uniform Load creating My-y, W = 0.5430 k/ft • • • • • • • DESIGN SUMMARY s• • sssss• Load Combination +D+0.750Lr+0.750L+0.75OW Maximum SERVICE Load Reactions.. .....: Location of max.above base 8.046ft Top along Y-Y k -Bottom along Y-; • • �. k • Maximum Stress Ratio 0.0460 : 1 Top along X-X k Bsot{o� long X-� k . Ratio = (Pu^2+Mu^2)A.5 / (PhiPnA2+PhiMnA2)A.5 • • • • • Pu = 6.223 k cp * Pn = 879.96k Mu-x = 0.0 k-ft cP * Mn-x = 0.0 k-ft Maximum SERVICE Load Deflections % . •: �: •. Mu-y = 3.340 k-ft iP * Mn-y = 4.690 k ft .. Along Y-Y 0.0 in at 0.01t above,"@for •. 11; ...... load combination: ; . • • • • ; Mu Angle = 90.0 deg Along X-X 0.007026in at 4.077 ft above, base • • • Mu at Angle = 3.340 k-ft cpMn at Angle = 4.690 k-ft for load combination: W Only • Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... General Section Information. (P = 0.650 = 0.80 9 = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 1,692.24 k p : %d Reinforcing 1.0 % Rebar %d Ok Pnmin : Nominal Min. Tension Axial Capacity-211.20 k Reinforcing Area 3.520 in12 cp Pn, max: Usable Compressive Axial Capacity 879.96 k Concrete Area 352.0 inA2 N Pn, min: Usable Tension Axial Capacity-137.28 k 3overning Load Combination Results Governing Factored Dist. from Load Combination base ft +D 8.05 +D+Lr 8.05 +D+0.750Lr-4750L 8.05 Axial Load k Dist. from Pu N * Pn base ft S x 5.70 879.96 8.05 1.000 6.18 879.96 8.05 1,000 6.06 879.96 8.05 1.000 Bending Analysis k-ft Stress Ratio 5 x * Mux ip Mnx 5 y 5y * Muy ip Mny 1.000 0,006 1.000 0.007 1,000 0.007 81 of 146 • ' IL'S STRL-CTLILAL DESIGN LLC CONSULT iG ENGMERS 'SS0 SR" 146 Street. Smm 30-. Mi.- LAk< IL 33016 I.30�.�L'.5960 F. 304S1:5861 �x.00timard.con Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 14 iUN 2018 ,, 08AM Concrete Column File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 1111 ENERCALC, INC. 1983-2011,Buiki:6.11.6.23, Vec6.11.6.23 Description : New Addition - Column C2 Governina Load Combination Results Governing Factored Dist. from Axial Load k Dist. from Bending Analysis k-ft Stress Ratio' Load Combination base ft Pu <P ' Pn base ft 6x 5 x' Mux N Mnx $y $y ` Muy N Mny +D+0.60W 8.05 5.83 879.96 8.05 1.000 1.000 2.67 4.69 0.037 +D-4750Lr+0.750L+0.750W 8.05 6.22 879.96 8.05 1,000 1.000 3.34 4.69 0.046 +0.60D+0.60W 8.05 3.55 879.96 8.05 1.000 1,000 2.67 4.69 0.037 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.824 k Lr Only k k 0.480 k W Only k 2.199 2.199 k 0.224 k D+Lr k k 3.304 k D+W k 2.199 2.199 k 3.048 k D+Lr+W k 2.199 2.199 k 3.528 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0,0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0070 in 4.077 It 0.000 in 0.000 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0070 in 4.077 ft 0,000 in 0.000 ft D+Lr+W 0.0070 in 4.077 ft 0.000 in 0,000 ft Sketches • • 00 9 too 0 0 • • • • 00009 • • • • • • • • • • • • • • • • • • 82 of 146 iL-S STRL-CTi -U DESIGN LLC ICONSCLTC�G ENGLNURS "350 NAN 14. Street. S.- uiS Mi.— Lakes, EL 33016 TT. 305.512.5560 E. 30351'' 4361 ..wv. pdn sa.ro . . . . . . . . . . . . . . I . . . . . . Concrete Column Description : New Addition - Column C2 Interaction Diagram 950.0 11, Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Florida 33009 Pnnted: 14 JUN 2013 11 08AM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234brangecec6 11111 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Concrete Column P-M Interaction Diagram Allowable Moment (k-ft) Y M X N n 1a 0 4 . . ••.. ...•.. ..•..• .• • •..... . •.• .• • •••• • •• ••••• • • •••••• •••• ••••• • • • • •• •• •••• •••••• • •••••• • • • • • • •••••• • • • • • • • • • • 83 of 146 ' US STRUCTL-R-U DESIG\ LLC CO\SLZTL�G E\GLNTXRS '850 NW 146 Street. 5uite 305. ]Miami Lakm fL 33016 T. 305. 512.5860 F. 305.51: e861 ww.r.00ti.—d.— . . . . . . . . . . . . . . . . . . . . . Steel Column Description : New Addition - HSS 8 x 3 x 1/4 Mullions at East Side General Information Steel Section Name: HSS8x3x114 Analysis Method : FBC-2014 ASD Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination: Allowable Stress Applied Loads Column self weight included: 173.20 Ibs ' Dead Load Factor BENDING LOADS ... Lat. Uniform Load creating Mx-x, D = 0.780 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Pu : Axial Pn / Omega: Allowable Mu-x: Applied Mn-x / Omega: Allowable Mu-y : Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Vu : Applied Vn / Omega: Allowable Load Combination Results Load Combination +D Maximum Reactions - Unfactored Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes 33009 Prmter: '2 juN 2018. 4-36PM File: Z:1ProjectslOPTIMUS-PROJECTS\1234 Alejandro\CalcslEnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis 0.4728 : 1 +D 5.034 ft 0.1732 k 102.83 k -9.750 k-ft 20.659 k-ft 0.0 k-ft 10.240 k-ft 0.08863 : 1 +D 0.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 3.90 k Bottom along Y-Y 3.90 k Maximum SERVICE Load Deflections ... Along Y-Y-0.1723 in at for load combination: D Only Along X-X 0.0 in at for load combination: 5.034ft above base O.Oft above base • • • • 3.90 k 44.005 k : • • • • • • ...... .. . ...... Maximum Axial + Bending Stress Ratios Maximum ShearVarios • • • • " Stress Ratio Status Location Stress Ratio Status ' *Location : • • 0.473 PASS 5.03 ft 0.089 PAS 0.00 ft • Note: qr� r V-zero red � rtiDDz are listed • • • • • X-X Axis Reaction Y-Y Axis Reaction • • •Axial Reactions, • Load Combination @ Base @ Top @ Base @ Top • @ Base .... ; • D Only k 3.900 -3.900 k 0 • 0. • • Maximum Deflections for Load Combinations - Unfactored Loads • .. • • • • Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance • • • D Only 0.0000 in 0.000 ft -0.172 in 5.034 ft Steel Section Properties : HSS8x3x1/4 84 of 146 IC S STRUCTURAL DESIGN LLC CONSUL G ENGL\-EERS _ '8.40 SIC 146 Street, Suite 305. ]ri— Lakes, FL 33016 T. 305.512.5860 F. 305.51!.5861 •5'.oPiirnt:'d.cOm Hallandale, FI Steel Column Description : New Addition - HSS 8 x 3 x 1/4 Mullions at East Side Steel Section Properties : HSS8x3xl/4 Depth = 8.000 in I xx Web Thick = 0.000 in S xx Flange Width = 3.000 in R xx Flange Thick = 0.250 in Area = 4.770 in12 I yy Weight = 17.320 pif S yy R yy Yog = 0.000 in Y 3.00in Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 12 JUN 20 18, 4:36PM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Cal s\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 = 35.50 inA4 J = 20.800 inA4 = 8.88 inA3 2.730 in 7.490 in64 4.990 in63 1.250 in M-x Loads s_ X P • • • Loads are total entered value. Arrows d•r•t re0e• absolute du ^A�n• • • • • • 0 • • • • • • • • • • • • • • • • • • 000000 • • • • • • • • • • • • • • • • • • 4. 85 of 146 J'1US STRT-C'T11LA_ . DESIGN- LLC CO\SCL1i�G E�GLN'EERS SON \'31 146 Street. Suite 305, 3h mi Lakes, FL 33016 T. 30f.=1_.S060 F. 30=.M.3061 .r.00timus-d.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hananaale monoa 33UUy Printed- 12 )0 =0;8, 4 42PM Concrete Beam File: ZVrojectslOPTIMUS-PROJECTS11234 Alejandro\CalcslEnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : RC Slab -New Addition Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = * 5.0 ksi Phi Values Flexure: 0.90 fr = fc1� 7.50 = 530.33 psi Shear: 0.750 yl Density = 145.0 pcf 01 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi m fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD _Cross Section & Reinforcing Details Rectangular Section, Width = 16.0 in, Height = 8.0 in Span #1 Reinforcing.... 245 at 1.50 in from Bottom, from 0.0 to 19.30 ft in this span Applied Loads Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width =1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio _ 0.538: 1 Section used for this span Typical Section Mu: Applied 10.026 k-ft Mn * Phi: Allowable 18.644 k-ft Load Combination +D+L Location of maximum on span 9.650ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia am Span=19.30 ft 245 at 1.50 in from Top, from 0.0 to 19.30 ft in this span Service loads entered. Load Factors will be applied farcalculations. • . . .... ...... ...... .. . ...... Maximum Deflection . •. • • • • • Max Downward L+Lr+S Deflection • . Q a4 in Ralo =. •' 951 ..... Max Upward L+Lr+S Deflection QQQQQQ in �9.42F Ratiq:,, 0<30D;..' Max Downward Total Deflection in Rago = • 541 Max Upward Total Deflection *0M0 in Ratio " < � • • • 999 180 . . . . ...... . • • •••••• • • • • Phi*Mn (k-ft) Moment of Inertia• • ( iR"4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2-#5 @ d=6.5",2-#5 @ d=1.5", 18.64 18.64 682.67 128.99 128.99 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.078 2.078 D Only 1.565 1.565 L Only 0.513 0.513 D+L 2.078 2.078 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.650 10.03 18.64 0.54 86 of 146 +D + ' 1R'S STRL-CTLIUL DESIGN LLC CO\SULMG E-NGENURS _ 1350 NAN 146 street, Suit. 30', Jtiaml Lakes. FL 33016 F. 30t R2.E860 F. 306.517.5861 • axw.o•tim>tssd.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Description : RC Slab -New Addition Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 9.650 7.55 18.64 0.40 +D+L Span # 1 1 9.650 10.03 18.64 0.54 +D+Lr Span # 1 1 9.650 7.55 18.64 0.40 +-D+0.750Lr+0.750L Span # 1 1 9.650 9.41 18.64 0.50 +D+0.60W Span # 1 1 9.650 7.55 18.64 0.40 +D+0.750Lr+0.750L+0.75OW Span # 1 1 9.650 9.41 18.64 0.50 +0.60D+0.60W Span # 1 1 9.650 4.53 18.64 0.24 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-' Defl Location in Span Load Combination D+L 1 0.4273 9.843 2.1 1.1 BEAM .- L -1.1 -2.1 BEAM---> s -0.11 G -0.22 -0.33 -0.44 Max. "+" Defl Locationin Span 0.0000 0.000 1.89 3.82 SJS 7.68 9.61 1154 13.47 15.40 17.33 19.26 Distance (ft) ■ +D ■ +D+L ■ +D+L• • +D+0.750L-0.75DL ■ +D+D. 66W • +D+D. 755L-+0.7SDL+D.750W • +0.6DD+0.60W AM w"M 3.82 5.75 7.68 9.61 11.54 13.47 • • 45" 0 173?6 19.26 0 Distance (ft) • • • • • • • • • • • • +D ■ +D+L ■ +D+L- ■ +D+D.7SDL-+D.75DL ■ +D+0.60W 0 +D+D. 750L-+D.75DL+D.75DW 0 +D.60D+0.6DN• • • • • • • • • • 1.35 3.28 5,21 7.14 9A7 11.00 12.93 14.86 16.79 18.72 Distance (ft) ■ 00•1y ■ D+L ■ DO•ly ■ LO•ly • D+L 87 of 146 i r ' IUS STRUCTUIL <L DESIGN LLC CONSCLiLNG ENGLNTERS "850 Nil" 146 Street Suite 30-. Mi.- Lakes, FL 33016 F. 305.512.5860 F 305 M.3861 aew..otimassdr.® Concrete Beam Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Florida 33009 Printed 13 JUN 2018 1022A I File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23. Ver.6.11.6.23 Description : GB -multi -span -New Addition Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc1�2 e 7.50 = 530.33 psi Shear : 0.750 W Density = 145.0 pcf 131 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD Cross Section & Reinforcing Details Rectangular Section, Width =14.0 in, Height = 20.0 in Span #1 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 6.250 ft in this span Span #2 Reinforcing.... rem 345 at 2.50 in from Top, from 0.0 to 6.250 ft in this span 345 at 2.50 in from Bottom, from 0.0 to 6.250 ft in this span 345 at 2.50 in from Top, from 0.0 to 6.250 f in this spen • • • • Span #3 Reinforcing.... , 900 • • , • 345 at 2.50 in from Bottom, from 0.0 to 6.250 ft in this span 345 at 2.50 in from Top, from 0.0 to 6 AO ft In this span `- ` • • Span #4 Reinforcing.... • • • • •' " • ''' 345 at 2.50 in from Bottom, from 0.0 to 6.250 ft in this span 345 at 2.50 in from Top, from 0.0 to'6025e ft lh this span :....: Span #5 Reinforcing.... • • • • • • • • • ' 34f5 at 2.50 in from Bottom, from 0.0 to 6.250 ft in this span 34f5 at 2.50 in from Top, from 0.0 to 60. @# in this sp9n • • •"" Applied Loads Service loads entered. Load Factdr5:All'* applieOlor calculations Beam self weight calculated and added to loads • • ~�'�� • • • Load for Span Number 1 ; • • ; • ; • . Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 15.0 ft, (Roof vertical) Uniform Load : D = 0.0650 ksf, Tributary Width = 8.10 ft, (wansory wall) • ; Uniform Load : D = 0.1450 ksf, Tributary Width = 7.0 ft, (Concrete Slab) • .. • • . • • • Uniform load : D = 0.0250, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor Loads) ' .. . • Load for Span Number 2 Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 15.0 ft, (Roof Vertical) Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (Mansory) Uniform Load : D = 0.1450 ksf, Tributary Width = 7.0 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor) Load for Span Number 3 Uniform Load : D = 0.030, Lr = 0.030 ksf, Tributary Width =15.0 ft, (Roof Vertical) Uniform Load: D = 0.1450 ksf, Tributary Width = 7.0 ft, (Concrete Slab) Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor Loads) Load for Span Number 4 Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width=12.350 ft, (Roof Vertical) Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (Mansory) Uniform Load : D = 0.1450 ksf, Tributary Width = 7.0 ft, (Concrete Slab) Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 7.0 ft, (Fllor Loads) Load for Span Number 5 Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 15.0 ft Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (Mansory) Uniform Load : D = 0.1450 ksf, Tributary Width = 7.0 ft, (Concrete Slab) 88 of 146 Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 7.0 ft, (Floor Loads) k IL-S STRL-CTFRALI. DESIGN LLC CONSCLMG ENGEN-EERS -350 Sn" 146 Street. Suitt W. Miami Laken FL 33016 _ T. 309.512.5860 F. 30s 51!.5861 mra.00i�s-d.com ..................... Description : GB -multi -span -New Addition Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : DESIGN SUMMARY ' e • Maximum Bending Stress Ratio = 0.299: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mu : Applied -22.232 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 74.268 k-ft Max Downward Total Deflection 0.003 in Ratio = 36226 Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 Cross Section Strength & Inertia Phi*Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 345 @ d=17.5",345 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 2 345 @ d=17.5",345 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 3 3-#5 @ d=17.5",3-#5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 4 3- #5 @ d=17.5",3- #5 @ d=2.5', 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 5 3- #5 @ d=17.5",3- #5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 8.774 30.134 25.328 24.937 27.172 7.292 D Only 6.498 22.114 18.870 18.809 20.375 5.343 L Only 0.752 2.489 2.455 2.500 2.336 0.618 Lr Only 1.211 3.985 4.003 3.627 3.343 1.050 L+Lr 1.963 6.475 6.458 6.127 5.678 1.667 W Only 1.065 4.035 1.641 1.282 3.455 0.899 D+Lr 7.710 26,099 22.873 22.437 23.717 6.393 D+L 7.250 24.604 21.325 21.309 22.711 5.961 D+L+Lr 8.461 28.589 25.328 24.937 26.053 7.010 D+W 7.563 26.149 20.510 20.092 23.829 6.242 D+L+W 8.315 28.638 22.965 22.592 26,165 6.860 D+Lr+W 8.774 30.134 24.514 23.719 27.172 7.292 • • Shear Stirrup Requirements • Between 0.00 to 6.81 ft, Vu < PhiVc12, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 6.99 to 7.39 ft, PhiVcJ2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at Between 7.61 to 39.66 ft, Vu < PhiVct2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces &Stresses for load Combinations 8.000 in •' • • • •; • • • • • • • • • • • • • • • • • • • • • • ' Load Combination Location (ft) Bending Stress Results ( k-ft) • • • • • ; • • SLength ment Len th San # e9 9 p m Span Mu : Max Phi'Mnx Stress Ratio • • • • • • • • • • • • • • • MAXimum BENDING Envelope • • �~ •ter • •: Span # 1 1 6.991 -19.60 74.27 0.26 • • • • • • • • Span # 2 2 7.170 -22.23 74.27 0.30 • Span # 3 3 15.970 -17.95 74.27 0.24 • . • Span # 4 4 24.770 -17.74 74.27 0.24 : . • •' • • •' • Span # 5 5 33.570 -19.12 74.27 0.26 •' ' •' • • • . +D • . Span # 1 1 6.991 -14.40 74.27 0.19 Span # 2 2 7.170 -16.34 74.27 0.22 Span # 3 3 15.970 -13.59 74.27 0.18 Span # 4 4 24.770 -13.76 74.27 0.19 Span # 5 5 33.570 -14.30 74.27 0.19 +D+L Span # 1 1 6.991 -15.99 74.27 0.22 Span # 2 2 7.170 -18.15 74.27 0.24 Span # 3 3 15.970 -15.39 74.27 0.21 Span # 4 4 24.770 -15.62 74.27 0.21 Span # 5 5 33.570 -15.91 74.27 0.21 +D+Lr Span # 1 1 6.991 -16.93 74.27 0.23 Span # 2 2 7.170 -19.22 74.27 0.26 Span # 3 3 15.970 -16.56 74.27 0.22 Span # 4 4 24.770 -16.44 74.27 0.22 Span # 5 5 33.570 -16.53 74.27 0.22 +D+0.750Lr+0.750L Span # 1 1 6.991 -17.49 74.27 0.24 89 of 146 Span # 2 2 7.170 -19.86 74.27 0.27 Title : 1234 Alejandro Job # _ + ' IL-S STRUCTURAL DESIGN LLC Dsgnr. CONSCZIZgGE-NGLN-EERS Project Desc.: Residence House Addition. New Cabana and New Meditation House M'8?0 \'R" 136 Street. Suite 30P. atiami Lakes. FL 3301ti r. so4 51 586o F. socst:ssbi Project Notes - mwn.oDNmss,d.com . . . . . . . . . . . . . . . . . . . . . Hallandale, Florida 33009 Printed: 13 JUN 2018. 10:22AM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234br er.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : GB -multi -span -New Addition Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio Span # 3 3 15.970 -17.17 74.27 0.23 Span # 4 4 24.770 -17.16 74.27 0.23 Span # 5 5 33.570 -17.18 74.27 0.23 +D+0.60W Span # 1 1 6.991 -16.09 74.27 0.22 Span # 2 2 7.170 -18.24 74.27 0.25 Span # 3 3 15.970 -14.23 74.27 0.19 Span # 4 4 24.770 -14.22 74.27 0.19 Span # 5 5 33.570 -15.85 74.27 0.21 -D+0.750Lr+0.750L+0.75OW Span # 1 1 6.991 -19.60 74.27 0.26 Span # 2 2 7.170 -22.23 74.27 0.30 Span # 3 3 15.970 -17.95 74.27 0.24 Span # 4 4 24.770 -17.74 74.27 0.24 Span # 5 5 33.570 -19.12 74.27 0.26 +0.60D+0.60W Span # 1 1 6.991 -10.33 74.27 0.14 Span # 2 2 7.170 -11.70 74.27 0.16 Span # 3 3 15.970 -8.79 74.27 0.12 Span # 4 4 24.770 -8.72 74.27 0.12 Span # 5 5 33.570 -10.13 74.27 0.14 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination D+Lr+W 1 0.0020 3.227 D+Lr+W 2 0.0029 4.840 D+W D+L+Lr 3 0.0013 4.840 D+W D+Lr+W 4 0.0029 3.960 D+L+W D+Lr+W 5 0.0009 4.063 12 3 BEAM-> -5 o -14 .23 �Mm = M;� = M � - =11M6 MOM-M., IMMIN'. 3J6 7.39 11.35 15.31 18.83 22.79 2653 30.49 34.04 38.10 Distance (ft) ■ +D ■ +D+L ■ +D+L� ■ +D+D.7SDL-+D-7SDL ■ +D+0.6DW ■ +D+D. 7SDL+0.750L+0.7SDW ■ +0.6DD+D.6DW Max. "+" Defl Location in Span 0.0000 0.000 -0.0001 9.240 -0.0001 8.360 -0.0000 9.113 0.0000 9.113 Kp7%ZZ iOZO2ZIv%.*W:,,, W� ERR W = W, Z. - M- MafflSF M ••• Distance (ft) • • • • • • • • • W ■ +D ■ +D+L ■ +D+L, ■ +D+D.75DL•+D.7SDL ■ +D+D.6DW • +D+D.7SDL-D 7SDL+D.75DW • +D.6DD+D.6D• • • • • • • • • • • • • • • • • • • 90 of 146 • ' it-S STRUCTLTLU DESIGN LLC C01SL"LTLiG ENGL\URS •850 SW 146 Street. Suite 305. )linmi Lakes. FL 33416 F. 305.S1:S860 F. 305.51:.5861 aRw.00rimnx•d.con Concrete Beam Description : GB -multi -span -New Addition Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Florida 33009 Plmced: 13 JUN 2018 Io 22AM File: Z:1Projects\OPTIMUS-PROJECTS11234 Alejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 323 7.61 12M 0.00 19.05 24.33 26.09 30.49 0.00 37.63 0.00 Distance (ft) ■ DO -IV ■ D+L- ■ D+L ■ D+L+L, ■ D+W ■ D+L+W • D+L-+W ■ DO•ly ■ I0.1y ■ L-O•ly ■ L+L- ■ W O.ly ■ D+L- ■ D+L ■ D+L+L- D+W ■ D+L+W ■ D+L-+W • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •• •• •••• •••••• • • • • • • • • • • • • • • • • • 91 of 146 1 ' US STRUCTURAL DESIGN LLC CONSULTING ENGINEERS 7850 NW 146 Street, Suite 305, Miami Lakes, FL 33016 T.305.512.5860 F.305.512.5861 www.optinutssd.com JOB: SHEET _ CALC BY: _ CHECKED BY Steel Channels designed for Shortened in Depth Concrete Beam (Existing) '•w7N 7� J4r i'� __ �:�` ��C '..�r ..-"� — FYI ST. ;"of.: e+ug,iJ .G. 7n7 a/rc AT .1 3 �La ra � Des. j-i ootq C 10 x 15.3 A325 - 3/" 0 THRU BOLTS SPACED Co, 16" O.0 Loads: DL= 30 psf Lr = 30 psf W=20psf OF DATE: DATE: ...... .... Channel Design is included in the following page. Bolts to be used: 3/" O thru bolts spaced at 16" O.C. Maximum capacity of 3/" thru bolts in shear is 15 kips > maximum shear of 5 kips------ OK 92 of 146 1' IUS STRUCTL-IUL DESIG\ LLC C'ONSCLMG E-\GLN-EERS '9:0 NW 146 Street. Swte W. 3,1A.- Lakes, FL 33016 T. 308.51 .57%0 F. 305.9L'.5861 ..00timu-d-m . . . . . . . . . . . . . . . . . . . . . Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printet 11 AA 2018 !035AM Steel Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 -11111 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : Steel Channels to be used in shortened concrete beam Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination FBC-2014 ASD D(0.222) Lr(0.222) W(0.296) Span = 17.20 ft C10x15.3 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.2220, Lr = 0.2220, W = 0.2960 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.569: 1 Maximum Shear Stress Ratio = Section used for this span C 10x15.3 Section used for this span Mu: Applied 22.576k-ft Vu : Applied Mn / Omega: Allowable 39.671 k-ft Vn/Omega : Allowable Load Combination +D+0.750Lr+0.750L+0.750W Load Combination Location of maximum on span 8.600ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.226 in Ratio = 914 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.753 in Ratio = 274 Max Upward Total Deflection 0.000 in Ratio = 0 <180 0.122 C10x15.3 5.250 k 43.114 k +D+0.750Lr+0.75OL+0.75OW 0.000 ft Span # 1 . • .... •....• . . • ...... .. . . Maximum Forces & Stresses for Load Combinations • • • • • • :....: Load Combination Max Stress Ratios Summary of Moment Values eggs Sumroirygf S%ar Value ' Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm • • • Va Max • VffA* Vnx/OQV +D *sees* • e.. Dsgn. L = 17.20 ft 1 0.207 0.044 8.21 8.21 66.25 39.67 1.00 1,04' • s' 1.91 • ' 2400 43.11 • • ; • +DDsgn. L = 17.20 ft 1 0.414 0.089 16.42 16.42 66.25 39.67 1.00 140 ' • • 3.82 71% 43. j L • • +D+0.750Lr+0.750L • ' :. • . • . Dsgn. L = 17.20 ft 1 0.362 0.077 14.37 14.37 66.25 39.67 1.00 1.a0 3.34 e 72.00 43.31....: +D+0.60W e e • • • • • • Dsgn. L = 17.20 ft 1 0.372 0.080 14.78 14.78 66.25 39.67 1.00 1.00 3.44 • .701 43.11 +D+0.750Lr+0.750L+0.75OW Dsgn.L = 17.20 ft 1 0.569 0.122 22.58 22.58 66.25 39.67 1.00 1.00 5.25 72.00 43.11 +0.60D+0.60W Dsgn. L = 17.20 ft 1 0.290 0.062 11.49 11.49 66.25 39.67 1.00 1.00 2.67 72.00 43.11 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.364 6.364 D Only 1.909 1.909 Lr Only 1.909 1.909 W Only 2.546 2.546 D+Lr 3.818 3.818 D+W 4.455 4.455 D+Lr+W 6.364 6.364 93 of 146 Title: 1234 Alejandro Job # • IL:SSTRL-CIiR-tI-DESIGN LLC DSgnc cONSILT LVG i NGaEexs Project Desc.: Residence House Addition, New Cabana and New Meditation House 'V NA' 1J6 Street Saue 30, Niami Lakes. FL 33016 F. 303.;12.5%0 F. 30f51_=a61 Project Notes xR.onrimassd.con Hallandale, Florida 33009 Prwted, 13 JUN 2018 12 53PM Steel Beam File:Z:\Projects\0PTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 11111 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : HSS 10X8 X 1/4 STEEL BEAM @ FLORIDA ROOM ROOF EXTENSION Vertical -strong axis Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination FBC-2014 ASD D(0.12) Lr(0.12) W(0.112) Span = 27.30 ft HSS10x8x1/4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 4.0 ft, (Roof Verical Loads) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.477: 1 Maximum Shear Stress Ratio = Section used for this span 1HSS10x8x1/4 Section used for this span Mu: Applied 30.113 k-ft Vu : Applied Mn / Omega : Allowable 63.190 k-ft Vn/Omega : Allowable Load Combination +D+0.750Lr+0.750L+0.75OW Load Combination Location of maximum on span 13.650ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs 0.057 : 1 HSS10x8x1/4 4.412 k 77.861 k +D+0.750Lr+0.750L+0.75OW 0.000 ft Span # 1 Maximum Deflection • • • • Max Downward L+Lr+S Deflection 0.438 in Ratio = 747 . . .... ...... Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 • • • Max Downward Total Deflection 1.392 in Ratio = 235 � • � ' • Max Upward Total Deflection p 0.000 in Ratio = < 0 180 "' •' • • • Maximum Forces & Stresses for Load Combinations .... • • • Load Combination Max Stress Ratios Summary of Moment Values . • . • Summary •f Chear Values• • • • • Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb .P,%... Va Max • *Vno Vnx/Omega• • • +D 000000 •.••• ••.•.• Dsgn. L = 27.30 ft 1 0.220 0.026 13.90 13.90 105.53 63.19 1.00 1.4Q... 2.04 139.03 77.86 • • +D+Lr • . • • Dsgn. L = 27.30 ft 1 0.397 0.047 25.08 25.08 105.53 63.19 1.00 1.00 ' 3.67 : •VQ,.L 77.86 +D+0.750Lr+0.750L • • • ' ' Dsgn. L = 27.30 ft 1 0.353 0.042 22.29 22.29 105.53 63.19 1.00 f.W. : 3.27 •180.@6 71b86 • +D+0.60W • . • �130.03 Dsgn. L = 27.30 ft 1 0.319 0.038 20.16 20.16 105.53 63.19 1.00 1.00 2.95 77.86 +D+0.750Lr+0.750L+0.750W Dsgn. L = 27.30 It 1 0.477 0.057 30.11 30.11 105.53 63.19 1.00 1.00 4.41 130.03 77.86 +0.60D+0.60W Dsgn. L = 27.30 ft 1 0.231 0.027 14.60 14.60 105.53 63.19 1.00 1.00 2.14 130.03 77.86 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.204 5.204 D Only 2.037 2.037 Lr Only 1.638 1.638 W Only 1.529 1.529 D+Lr 3.675 3.675 D+W 3.566 3.566 D+Lr+W 5.204 5.204 94 of 146 Title : 1234 Alejandro Job # . • [US STRL-CTT-KALL DESIGN LLC Dsgnc CONSILTMGENGMTRS Project Desc.: Residence House Addition, New Cabana and New Meditation House 0350 NW 146 Street Suite W. Miami Lakes. FL 33016 7."1-412.5860 F. 30S.M.3961 Project Notes mnr.o•ti-d-ut Hallandale, Florida 33009 pm Steel Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 AlejandrolCalcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Vec6.11.6.23 Description : HSS tOX8 X 1/4 STEEL BEAM @ FLORIDA ROOM ROOF EXTENSION Lateral-y axis Material Properties Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis : Minor Axis Bending Load Combination FBC-2014 ASD W(0.21092) Span = 27.30 ft HSS10x8x1/4 Applied Loads Beam self weight calculated and added to loads Uniform Load: W = 0.05273 ksf, Tributary Width = 4.0 ft, (Roof Verical Loads) DESIGN SUMMARY Maximum Bending Stress Ratio 0.358: 1 Maximum Shear Stress Ratio = Section used for this span HSS10x8x1/4 Section used for this span Mu: Applied 17.460 k-ft Vu : Applied Mn / Omega: Allowable 48.780 k-ft Vn/Omega : Allowable Load Combination +D+0.75OLr+0.750L+0.75OW Load Combination Location of maximum on span 13.650ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 1.232 in Ratio = 265 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combination! Load Combination Max Stress Ratios _ Segment Length Span # M V Dsgn. L = 27.30 ft 1 0.056 0.007 +D+0.60W Dsgn. L = 27.30 ft 1 0.298 0.035 +D+0.75OLr+0.750L+0.75OW Dsgn. L = 27.30 ft 1 0.358 0.042 +0.60D+0.60W Dsgn. L = 27.30 ft 1 0.275 0.032 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl 1 0.0000 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAXimum 3.278 3.278 D Only 0.399 0.399 W Only 2.879 2.879 D+W 3.278 3.278 Service loads entered. Load Factors will be applied for calculations. 0.042 :1 HSS10x8x1/4 2.558 k 61.119 k +D+0.750Lr+0.750L+0.75OW 0.000 ft Soan # 1 ' • • ...... .. . ...... Summary of Moment Values . • • • Summary •f6hear Values • • • • Mmax + Mmax - Ma - Max Mny 2.72 2.72 81.46 14.51 14.51 81.46 17.46 17.46 81.46 13.42 13.42 81.46 Location in Span Load Combination 0.000 Support notation : Far left is #1 Mny/Omega Cb . qnl • . • Va Max . •\*Yl _ Vny/Omega' • • •.-••- •••• • ••••.• 48.78 1.00 ... 0.40 1U.07 61.12 . 48.78 1.00 1.00 ' 2.13 :.10i.b- 6 1. 12 48.78 1.00 . • T." : • 2.56 •1d2.97 • • . 6P.12 • 48.78 1.00 1.00 1.97 102.07 61.12 Max. "+" Defl Location in Span Values in KIPS 95 of 146 RUS STRt CTU1LA L DESIGN- LLC ®CON'St'LMG E-\GL1-EERS 7850 SR" lab Street. Suite 309, Mi.- Lake,. FL 33016 F. 305.512.5860 F. 105.51:.5861 mrw.ond.-d.- . . . . . . . . . . . . . . . . . . . . . Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale Florida 33009 Pr nted: 13 JUN 20 is. !2:50PM Steel Column File:Z:lProjectslOPTIMLlS-PROJECTS11234Alejandro\CalcslEnerCalc11234branger.ec6 ENERCALC. INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : New Addition - HISS 7 x 7 x 1/4 Steel Column FLORIDA ROOM General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Steel Section Name: HSS7x7x1/4 Overall Column Height 10.0 ft Analysis Method: FBC-2014 ASD Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 36.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis: Fully braced against buckling along X-X Axis Load Combination : Allowable Stress Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 224.20 Ibs e Dead Load Factor AXIAL LOADS ... Roof Loads: Axial Load at 10.0 ft, D = 2.040, LR = 1,640, W = 1.529 k BENDING LOADS ... Wind in the strong axis: Lat. Uniform Load creating Mx-x, W = 0.720 k/ft Wind in the weak axis: Lat. Uniform Load creating My-y, W = 0.260 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3474 : 1 Maximum SERVICE Load Reactions . . Load Combination +D+0.750Lr+0.750L+0.750W Top along X-X 1.30 k Location of max. above base 5.034 ft Bottom along X-X 1.30 k At maximum location values are ... Top along Y-Y 3.60 k Pu : Axial 4.641 k Bottom along Y-Y 3.60 k Pn / Omega: Allowable 133.01 k Mu-x: Applied -6.750 k-ft Maximum SERVICE Load Deflections ... Mn-x / Omega: Allowable 27.844 k-ft Along Y-Y-0.1214 in at 5.034ft above base for load combination : W Only Mu-y :Applied 2.437 k-ft Mn-y/Omega: Allowable 27.844 k-ft Along X-X 0.04385 in at 5.034ft above base PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are. . Vu : Applied Vn / Omega: Allowable Load Combination Results Load Combination +D +D+Lr +D+0.750Lr+0.750L +D+0.60W +D+0.750Lr+0.750L+0.750W +0.60D+0.60W Maximum Reactions - Unfactored 0.07109 : 1 +D+0.750Lr+0.750 L+0.750 W 0.0 ft 2.70 k 37.978 k Maximum Axial + Bendina Stress Ratios Stress Ratio Status Location for load combination: W Only Stress Ratio 0.017 PASS 0.00 ft 0.000 0.029 PASS 0.00 ft 0.000 0.026 PASS 0.00 ft 0.000 0.276 PASS 5.03 ft 0.057 0.347 PASS 5.03 ft 0.071 0.273 PASS 5.03 ft 0.057 •••• •••••• PASS 0.00 ft •••••• PAS$ •'4.00 ft �••••• PASS •' 0.00 ft • PASS 0.00 ft PASS 0.00 ft PASS 0.00 ft Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only k k Lr Only k k W Only -1.300 1.300 k 3.600 -3.600 k D+Lr k k D+W -1.300 1.300 k 3.600 -3.600 k D+Lr+W -1.300 1.300 k 3.600 -3.600 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 It 0.000 in 0.000 ft Axial Reaction @ Base 2.264 k 1.640 k 1.529 k 3.904 k 3.793 k 5.433 k 96 of 146 '"ILUS STRUCTLRALL DESIGN LLC ®CONSC2Tr�G ENGL\TXRS TS50 SR146 Street. Suite 30, Stia- Lakes, FL 33016 T. 305.5115360 F. 305.SL•.5061 Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes: Hallandale, Florida 33009 Printed: 13 JUN 2018, 12:50PM Steel Column File:Z:\Projects\OPTIMUS-PROJECTSN234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver:6.11.6.23 Description : New Addition - HISS 7 x 7 x 1/4 Steel Column FLORIDA ROOM Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Lr Only 0.0000 in 0.000 It W Only 0.0438 in 5.034 It D+Lr 0.0000 in 0.000 ft D+W 0.0438 in 5.034 It D+Lr+W 0.0438 in 5.034 ft Steel Section Properties : HSS7x7xl/4 Max. Y-Y Deflection Distance 0.000 in 0.000 It -0.121 in 5.034 It 0.000 in 0,000 It -0.121 in 5.034 ft -0.121 in 5.034 ft Depth = 7.000 in I xx = 46.50 in14 J = 73.500 in14 Web Thick = 0.000 in S xx = 13.30 inA3 Flange Width = 7.000 in R xx = 2.750 in Flange Thick = 0.250 in Area = 6.170 inA2 1 yy = 46.500 inA4 Weight = 22.420 plf S yy = 13.300 inA3 R yy = 2.750 in Ycg = 0.000 in NPx Loads M-y Loads 0000 f • 0000 • • • • • • • • • • • • • • • f • • • • • • • 0009 • • • • • • • • Loads are total entered value. Arrows do:ot reflect a:olute direce- • • • • • • • 97 of 146 www.hilti.us Profis Anchor 2.6.2 Company: OPTIMUS STRUCTURAL DESIGN LLC Page: 3 Specifier: YM Project: 1234 ALEJANDRO Address: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Phone I Fax: Date: 6/8/2018 E-Mail: Specifier's comments: GIRDER TRUSS CONNECTION CABANA 1 Input data Anchor type and diameter: Kwik Bolt 3 - SS 3/8 (2) t Effective embedment depth: hef = 2.000 in., hnom = 2.313 In. Material: AISI 304 Evaluation Service Report: ESR-2302 Issued I Valid: 7/1/2015 1 12/1/2015 Proof: Design method ACI 318 / AC193 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: Ix x ly x t = 16.000 in. x 8.000 in. x 0.500 in., (Recommended plate thickness: not calculated Profile: no profile Base material: uncracked concrete, 5000, fc' = 5000 psi; h = 8.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no Geometry [in.] & Loading [lb, in.lb] z •••• • •• • .... .... •• 0• .... . ..• .•... zs • • . X • � 1.6g6 .....• • • • • • �6 • • • 5 CIS � 1 9 x Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 98 of 146 www.hiltims Company: Specifier: Address: Phone I Fax: E-Mail: OPTIMUS STRUCTURAL DESIGN LLC Page: YM Project: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Date: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [Ib] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 19 837 49 -836 2 19 861 49 -860 max. concrete compressive strain: 0.00 [%e] max. concrete compressive stress: 6 [psi] resulting tension force in (x/y)=(0.000/-1.500): 37 [lb] resulting compression force in (x/y)=(0.000/-3.903): 14 [lb] 3 Tension load Profis Anchor 2.6.2 4 1234 ALEJANDRO 6/8/2018 01 �i' �2 T on Load Nua [lb] Capacity #Nn [lb] Utilization ON = Nua/^ Status Steel Strength' 19 5175 1 OK Pullout Strength' 19 2726 1 OK Concrete Breakout Strength— 37 4207 1 OK anchor having the highest loading *'anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-2302 0 NsteelNua ACI 318-08 Eq. (D-1) Variables n A5e N [in.2] fut. [psi] 1 0.06 115000 Calculations Nsa [1b] 6900 Results Nsa [Ib] osteel Nsa [lb] Nua [Ib] 6900 0.750 5175 19 3.2 Pullout Strength fc refer to ]CC -ES ESR-2302 Npn,f. — NP•2500 2500 `0 Npnf, >_ Nua ACI 318-08 Eq. (D-1) Variables fc [psi] N1.2500 [lb] 5000 2965 Calculations f� 2500 1.414 Results Non! [lb] concrete $ Nonr [1b] Nua [Ib] 4193 0.650 2726 19 • • • • • 0000 • • • • •••••• of • •• • • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 99 of 146 www.hilti.us Company: OPTIMUS STRUCTURAL DESIGN LLC Page: Specifier: YM Project: Address: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: 3.3 Concrete Breakout Strength Ncb9 = (A o) lVec,N lVeo,N IVc,N lVcp,N Nb ACI 318-08 Eq. (D-5) Nc,g>_ Nua ACI 318-08 Eq. (D-1) ANc see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) AA ^Nc0 — 9 hef ACI 318-08 Eq. (D-6) 1 lVec,N 1 + 2 eN <_ 1.0 ACI 318-08 Eq. (D-9) 3 het lVed,N = 0.7 + 0.3 ( ca,min / 1.0 1.5hef ACI 318-08 Eq. (D-11) iVopN = MAX(ca_min 1.5h5) 15 1.0 ACI 318-08 Eq. (D-13) cac cac Nb = kc ?I � he' f5 ACI 318-08 Eq. (D-7) Variables hef [In.] ec,.N [in.] ec2.N [in.] ca.min [in.] w,N 2.000 0.000 0.000 2.500 1.000 I 0�1 mi I Profis Anchor 2.6.2 5 1234 ALEJANDRO 6/8/2018 cac [in.] kc X fc [psi] 3.875 24 1 5000 Calculations AN, [in.21 ANoo [in 21 lifecl,N lVec2,N lVed.N lVcp N Nb [lb] 66.00 36.00 1.000 1.000 0.950 0.774 4800 Results Ncb9 [lb] Oconcrete m Ncbg [lb] Nua [lb] 6472 0.650 4207 37 00060, • • fro• woos:* • •••••• •••• ••••• • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 100 of 146 OLE www.hilti.us Profis Anchor 2.6.2 Company: OPTIMUS STRUCTURAL DESIGN LLC Page: 6 Specifier: YM Project: 1234 ALEJANDRO Address: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Phone I Fax: Date: 6/8/2018 E-Mail: 4 Shear load Load Vua jib] Capacity +Vn [lb] Utilization py = Vua/+V� Status Steel Strength* 861 3237 27 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength* 861 2265 39 OK Concrete edge failure in direction y-** 1699 3209 53 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = ESR value refer to ICC-ES ESR-2302 m Vsteel Vua ACI 318-08 Eq. (D-2) Variables n Ase,y [ln•21 futa [psi] 1 0.06 115000 Calculations Vsa [lb] 4980 Results Vsa [lb] Osteel Vsa [lb] Vua [lb] 4980 0.650 3237 861 4.2 Pryout Strength Vcp = kcp L\A o/ Yed,N Yc,N lVcp,N Nb] ACI 318-08 Eq. (D-30) V V cps ua ACI 318-08 E D-2 q•( ) • • • • • • ANC see ACI 318-08, Part D.5.2.1, Fig. RD.5.2.1(b) ' •' • ANco = 9 hef ACI 318-08 Eq. (D-6) •' • • • • • • 1 •••••• •• • •••••• tec,= (� 5 1.0 ACI 318-08 E D-9 000000 0 3hef •••• •• • • • Yed,N=0.7+0.3(Ca, ):51.0 ACI 318-08Eq.(D-11) �••�•� i ••�� ••:••• `1.5her •••••• •••• ••••• Wcp N = MAX (Cein_m1.5hefl 5 1.0 ACI 318-08 Eq. (D-13) • • • lac lac Nb = kc � � hefs ACI 318-08 Eq. (D-7) • • • • • • • ' • • • • •••••• Variables �•� ' :••••: kcp hef [in.] ec,,N [in.] ec2 N [in.] Capin [in.] • • • • • • • • 1 2.000 0.000 0.000 2.500 • • • W4N lac [In.] kc fc [psi] 1.000 3.875 24 1 5000 Calculations ANc [In.2] ANco [in•2] Wecl,N XVec2 N lVetl N Ycp N Nb [lb] 33.00 36.00 1.000 1.000 0.950 0.774 4800 Results Vcp [lb] i0concrete Vcp [lb] Vua [lb] 3236 0.700 2265 861 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilb is a registered Trademark of Hilti AG, Schaan 101 of 146 www.hilti.us Company: OPTIMUS STRUCTURAL DESIGN LLC Page: Specifier: YM Project: Address: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Phone I Fax: Date: E-Mail: 4.3 Concrete edge failure in direction y- Vcbg = ( Ave A ) tVec,V 1Ved,V tVc,V IVh,V tVparallel,V Vb vco ACI 318-08 Eq. (D-22) Vcbg >_ V„a ACI 318-08 Eq. (D-2) Avc see ACI 318-08, Part D.6.2.1, Fig. RD.6.2.1(b) Avco = 4.5 Cal ACI 318-08 Eq. (D-23) 1 Yec,v = 1 1 + 2e� 5 1.0 ACI 318-08 Eq. (D-26) 3Caf tVed,V = 0.7 + 0.3(1 .2 / 5 1.0 ACI 318-08 Eq. (D-28) 1 •.cal . 1.0 IVh,V = a ACI 318-08 Eq. (D-29) 0.2 Vb = (7 (da) cat ACI 318-08 Eq. (D-24) Variables ca1 [in.] oat [in.] ecv [in.] tyc,v ha [in.] 2.500 0.086 1.400 8.000 le [in.] X da [in.] fc [psi] lVparallel,V 2.000 1.000 0.375 5000 1.000 Lm,i I mL-a mi 3 Profis Anchor 2.6.2 7 1234 ALEJANDRO 6/8/2018 Calculations AVc [ln•2] Avco [in.21 lVec,V IVed,V tVh,V Vb [lb] 56.25 28.13 0.978 1.000 1.000 1675 Results Vcbg [lb] Oconcrete 0 Vcbg [lb] Vua [lb] 4584 0.700 3209 1699 Goes* 5 Combined tension and shear loads •• • •• • ON Rv ON,V [ ] Status Utilization % • ... • • • 0.009 0.529 5/3 35 .. • • OK . • • RNv=P�+[3v<=1 •••• .. •••••• •••• 6 Warnings •" •• ~'•• •••.• • Load re -distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate iis assunftd,tpp� sufficiently stiff, in order not to be deformed when subjected to the loading! Input data and results must be checked for ogreemeat with the existin conditions and for la sibili 1 • • • Go 6 • Condition A applies when supplementary reinforcement is used. The 0 factor is increased for non -steel Design Strengths except Pulleut4trength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROMS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 102 of 146 L," I EL711111 ] www.hilti.us Profis Anchor 2.6.2 Company: OPTIMUS STRUCTURAL DESIGN LLC Page: 8 Specifier: YM Project: 1234 ALEJANDRO Address: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Phone I Fax: Date: 6/8/2018 E-Mail: 7 Installation data Anchor plate, steel: - Anchor type and diameter: Kwik Bolt 3 - SS 3/8 (2) Profile: no profile Installation torque: 240.000 in.lb Hole diameter in the fixture: df = 0.438 in. Hole diameter in the base material: 0.375 in. Plate thickness (input): 0.500 in. Hole depth in the base material: 2.625 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 5.000 in. Cleaning: Manual cleaning of the drilled hole according to instructions for use is required 8000 i' 0 0 0 v 0 0 ui •••• • •• • • • •••••• •• • •••• • •• • • • • • o • • • • • • • • •• • N 2.000 12.000 2.000 Coordinates Anchor in. Anchor x y c_x c.x c-Y c.Y 1 -6.000 -1.500 - 2.500 2 6.000 -1.500 2.500 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 103 of 146 . www.hiltims Ln--- I I MLI E13 Profis Anchor 2.6.2 Company: OPTIMUS STRUCTURAL DESIGN LLC Page: 9 Specifier: YM Project: 1234 ALEJANDRO Address: 7850 NW 146 STREET, SUITE 305, MIAMI LAKES FL Sub -Project I Pos. No.: Phone I Fax: Date: 6/8/2018 E-Mail: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. • • 000000 • • • •••••• • •••••• 00 • • • • • .••••• • • •.•.•• 0 • • •. • .• . • • Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 104 of 146 ' I IUS STRUCTUILkL DESIGN LLC CO\SLLTL�G ENGL\-EERS 7350 NNV 146 Street, Suite 305, ilia® Lakes. FL 33016 T. 30t 511.5660 F. 309.912.5861 • * w'�tw'.oONlnasSd.com Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018, 4:26PM Concrete Beam File:Z:lProjects\OPTIMUS-PROJECTS11234Alejandro\CaMslEnerCalc11234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA - CONCRETE BEAMS @ RB5 (VERTICAL) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure : 0.90 fr = fc1�2 * 7.50 = 530.33 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi - • • fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 • • Load Combination FBC-2014 ASD Span=15.20 ft Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =12.0 in Span #1 Reinforcing.... 247 at 2.50 in from Bottom, from 0.0 to 15.20 ft in this span 246 at 2.50 in from Top, from 0.0 to 15.20 ft in this span 247 at 6.0 in from Top, from 0.0 to 15.20 ft in this span 7Applied Loads _ -_ _ Service loads entered. Load Factors will be appli2tefeq:�Aulatior4s. • •. �. Beam self weiqht calculated and added to loads • • • • ; .... • Load for Span Number 1 • • • • • • • • • • Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft • • • : • • • t DESIGN SUMMARY T • • • • • •• • • • • Maximum Bending Stress Ratio = 0.362 : 1 Maximum Deflection • • ; ' ,. • 0 * 6 0 0 Section used for this span Typical Section Max Downward L+Lr+S Deflection Cr405 in Ratio• • • 450 .. ; • • • Mu : Applied 21.896 k-ft Max Upward L+Lr+S Deflection • b.dddin Ratie* • 0 <36 .... Mn ' Phi: Allowable 60.548 k-ft Max Downward Total Deflection • tAn in • • • Ratio = 345 • Load Combination +D+0.750Lr+0.750L+0.750W Max Upward Total Deflection • a!0001n . . . Ratio = • 999 <180 • • Location of maximum on span 7.600ft • :...:. • • .... Span # where maximum occurs Span # 1 • . • • :....: • Cross_Section Strength &,Inertia �. J ' .. • . • PhieMn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2- #7 @ d=9.5e,2- #6 @ d=2.5e,2- #7 @ d=6e, 60.55 54.45 1,152.00 477.64 403.48 Vertical Reactions - Unfactor_ed _ Support notation : Far left is #1 Load Combination Support 1 Support 2 a Overall MAXimum 6.754 6.754 D Only 2.787 2.787 Lr Only 2.052 2.052 W Only 1.915 1.915 D+Lr 4.839 4.839 D+W 4.702 4.702 D+Lr+W 6.754 6.754 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 1 105 of 146 Title : 1234 Alejandro Job # ' IUS STRiCTL-KAL DESIGN LLC Dsgnr: CO\STTWL G ENGLNURS Project Desc.: Residence House Addition, New Cabana and New Meditation House 7S50.N%V 146 Street. Suit. 305. Miami Lakes. FL 33616 r.305.51:.5sbD F.305.51:5S61 Project Notes h w.obtimas,d.com Hallandale, Florida 33009 Printed: 12 JUN 2018, 426PM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234AIejandrMCalcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA _ CONCRETE BEAMS @ RB5 (VERTICAL) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.600 21.90 60.55 0.36 +D Span # 1 1 7.600 10.59 60.55 0.17 +D+L Span # 1 1 7.600 10.59 60.55 0.17 +D+Lr Span # 1 1 7.600 18.39 60.55 0.30 +D+0.750Lr+0.750L Span # 1 1 7.600 16.44 60.55 0.27 +D+0.60W Span # 1 1 7.600 14.96 60.55 0.25 +D+0.750Lr+0.750L+0.75OW Span # 1 1 7.600 21.90 60.55 0.36 +0.60D+0.60W Span # 1 1 7.600 10.72 60.55 0.18 Overalf Maximum Deflections - Unfactored_ Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr+W 1 0.5285 7.448 0.0000 0,000 1.49 3.01 453 6.05 757 9.09 10.61 Distance (ft) ■ +D ■ +D+L ■ +D+L, • +D+0.7SDL.+0.7S6L ■ +D+0.6DW IN +D+D.75DL.+0.7S0L+D.7S0W ■ +D.6D 12.13 qt4%0 15.0 • •••• •••••• • '_ W_ M_ W W W W a ® a M • • • •••• • • • • • ••••• 1.49 2.01 453 6.05 757 9.09 1041 0 12.136 013b5 1 • Distance (Ft) • • • • • • • • • • ■ +D IN +D+L ■ +D+L, ■ +0+D.75DL.+D.75DL ■ +0+11.60W IN +D+0.75DL.+0.7S0L+0.75DW IN +0.6DD+0.6DW • • • 1.06 258 4.10 5.62 7.14 8.66 10.19 11.70 1322 14.74 Distance (Ft) ■ DO•ly ■ D+L- ■ D+W ■ D+L-+W • DO-ly ■ L.O•ly ■ W O•ly ■ D+L- ■ D+W IN D+L-+W 106 of 146 �7xvl1IUS STRtiCT140,1L DESIGN LLC CON'SGLTM, E.NGMERS 7350 N%V 146 Street. Suite 30-, Nia-i Lakes. FL 33016 T. 115860 F.30iS1!.5861 nRw.00timassd.<o® Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018. 427PM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTSN234AIejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.19D2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA _ CONCRETE BEAMS @ RB5 ( LATERAL) Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 1/2 fr = f c ' 7.50 = 530.33 psi Shear: 0.750 yJ Density = 145.0 pd R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi - fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi . • • E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD Span=15.20 ft Cross Section & Relnforcing,Details Rectangular Section, Width = 12.0 in, Height = 8.0 in Span #1 Reinforcing.... 346 at 2.50 in from Bottom, from 0.0 to 15.20 ft in this span 346 at 2.50 in from Top, from 0.0 to 15.20 ft in this span Applied Loads i Service loads entered. Load Factors will be applied jgrplculations. Load for Span Number 1 • ' .... • ... • • • Uniform Load : W = 0.05273 ksf, Tributary Width = 8.50 ft • • .... .. . . DESIGN SUMMARY • • • • • Maximum Bending Stress Ratio = 0.337: 1 Maximum Deflection *•o;.. . • _, • Section used for this span Typical Section Max Downward L+Lr+S Deflection • Q.0PO in Rali4 = . 0 ,W• • Mu : Applied 9.708 k-ft Max Upward L+Lr+S Deflection • 0.000 in Ratio*: •' 0 <W . • Mn ` Phi: Allowable 28.840 k-ft Max Downward Total Deflection ' V7t4 in RaTio a. • 238 ; • •' • •QUOD Load Combination +D+0.750Lr+0.750L+0.750W Max Upward Total Deflection in RaV6 - .999<f8Y ...... Location of maximum on span 7.600ft .. .. .... Span # where maximum occurs Span # 1 •. • + • • " • 060606 Cross Secti5n7 Strength & Inertia . Phi`Mn (k-ft) . Ploment of Inertias • LiR J • ' Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension ' i'cr -'fop Tension Section 1 3- #6 @ d=5.5e,3- #6 @ d=2.5", 28.84 28.84 512.00 146.30 146.30 Vertical Reactions - Unfactored Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 3.406 3.406 W Only 3.406 3.406 Shear Stirrup -Requirements__ Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces ,& Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi`Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.600 9.71 28.84 0.34 +D Span # 1 1 7.600 9.71 28.84 0.34 +D*L 107 of 146 Span # 1 1 7.600 9.71 28.84 0.34 Title: 1234 Alejandro Job # ' 'ILLS STRtiCTi1R,AI. DESIGN LLC Dsgnr: CO\SG-LM'GEXGr�TERS Project Desc.: Residence House Addition, New Cabana and New Meditation House 7350 Nlc 146 Street, Suite 305, Miami Lakes, FL 33016 T. 305.51!.SS60 F. 305SIZ5861 Project Notes - sr.nr.o•tlmsrssd.com Hallandale, Florida 33009 Printed 12 JUN 2018, 427PM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234Aleiandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 IIIWPW Description : CABANA _ CONCRETE BEAMS @ RB5 ( LATERAL) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi'Mnx Stress Ratio +D+Lr Span # 1 1 7.600 9.71 28.84 0.34 +D+0.750Lr+0.750L Span # 1 1 7.600 9.71 28.84 0.34 +D+0.60W Span # 1 1 7.600 7.77 28.84 0.27 +D+0.750Lr+0.750L+0.750W Span # 1 1 7.600 9.71 28.84 0.34 +0.60D+0.60W Span # 1 1 7.600 7.77 28.84 0.27 Overall Maximum Deflections - U-5factored Loads Load Combination Span Max. " " Defl Location in Span Load Combination 1 0.0000 0.000 2.6 13 BEAM-- , -1.3 .2.6 BEAM-- , -0.19 -0.39 -0.58 .0.78 Max. "+" Defl Location in Span 0.0000 0.000 1.49 3.01 453 6.05 757 9.09 10b1 12.13 13.6S IS.17 Distance (ft) ■ +D ■ +D+L ■ +D+L• ■ +D+D.75CL-+D.75DL ■ +D+0.6DW • +D+0.7S0L-+0.7S0L+0.7S0W ■ +D.6DD+D.60W W 0 0 BOOM W-W. '.. MWWWWMWWWWM • • • •0••• 1.49 3.01 453 6.05 757 9.09 IObl • 4219 • 13b� • 15.170 • Distance (ft) 000000 • • • • • • • • • ■ +D ■ +D+L ■ +D+L. ■ +D+D.7SDL-+0.7SOL ■ +D+6.6DW ■ +D♦0.750L.+D.7SDL+0.7SDW ■ +0.60D+D.6DW • • 00090 • • • • • • • 0 0 1A 2.58 4.10 5.62 7.14 8.66 10.19 11.70 1322 14,74 Distance (ft) ■ W O.1, 108 of 146 Job # . s ' 1US STRL-CTUR_A L DESIGN LLC CO\SLLTLCG E-\GLN'EERS 7850 N W 146 Street. Suite 30-. Miami Lakes, FL 33016 T. 30a.51:S360 F. 30551:.�861 • w�rw'.00timussd.<ota Steel Column Description : CABANA -STEEL COLUMN Y General Information Steel Section Name: Analysis Method: Steel Stress Grade Fy : Steel Yield E : Elastic Bending Modulus Load Combination: HSS8x8x1/4 FBC-2014 ASD 36.0 ksi 29,000.0 ksi Allowable Stress Title : 1234 Alejandro Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes Florida 33009 Printed: 12 JUN 2018 4 40PM File: Z:Trojects\OPTIMUS-PROJECTS11234 Alejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC. 1983-2011, Buikt:6.11.6.23, Ver.6.11.6.23 Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height 8.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis AppliedLoa`ds Column self weight included : 206.56 Ibs ' Dead Load Factor AXIAL LOADS ... ROOF LOADS: Axial Load at 8.0 ft, D = 2.790, LR = 2.052, W = 1.915 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.6170 k/ft Lat. Uniform Load creating My-y, W = 0.260 k/ft _DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1624 : 1 Load Combination +D+0.750Lr+0.750L+0.75OW Location of max.above base 4.027 ft At maximum location values are ... Pu : Axial 5.972 k Pn / Omega: Allowable 153.05 k Mu-x : Applied -3.702 k-ft Mn-x / Omega: Allowable 36.826 k-ft Mu-y : Applied 1.560 k-ft Mn-y / Omega: Allowable 36.826 k-ft PASS Maximum Shear Stress Ratio = 0.04206 : 1 Load Combination +D+0.750Lr+0.750L+0.750W Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 1.851 k Vn / Omega: Allowable 44.005 k Load ComGinatlori Results � , Load Combination Service loads entered. Load Factors will be applied for calculations. Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum SERVICE Load Reactions . . Top along X-X 1.040 k Bottom along X-X 1.040 k Top along Y-Y 2.468 k Bottom along Y-Y 2.468 k Maximum SERVICE Load Deflections ... Along Y-Y-0.02803 in at for load combination: W Only Along X-X 0.01181 in at for load combination: W Only 4.027ft above base 4.027ft above base . •••. so Nam. • •• Maximum ShearRaties • • • • • Stress Ratio Status. Location • *see +D 0.020 PASS 0.00 ft 0.000 PASrb• • • • 8.00 ft • • • +D+Lr 0.033 PASS 0.00 ft 0.000 PASS • a.00 ft • • see*** +D+0.750Lr+0.750L 0.030 PASS 0.00 ft 0.000 PAS$ 90.00 ft 9 • +D-460W 0.128 PASS 3.97 ft 0.034 PASS..' 1.00 ft • • • • • +D+0.750Lr+0.750L+0.75OW 0.162 PASS 4.03ft 0.042 PASS 0.00 ft •. •• +0.60+0.60W 0.124 PASS 3.97 ft 0.034 PASS 0.00 ft Maxir1u- Reactions _Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.997 k Lr Only k k 2.052 k W Only -1.040 1.040 k 2.468 -2.468 k 1.915 k D+Lr k k 5.049 k D+W -1.040 1.040 k 2.468 -2.468 k 4.912 k D+Lr+W -1.040 1.040 k 2.468 -2.468 k 6.964 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 109 of 146 Title: 1234 Alejandro Job # ' [US STRUCTUILALL DESIGN- LLC Dsgnr. CONSETMG E.\GLNTERS Project Desc.: Residence House Addition, New Cabana and New Meditation House , 350 N W 146 Steeet. Spite 105. Mianu Lakes. FL 33016 r.lo<scs86o F.30f.51-.5861 Project Notes N�°l°'.OplitpiSSd.<OH Hallandale, Florida 33009 Printed: 12 JUN 2018, 4 40PM Steel Column File: ZAProjects\0PTIMUS-PROJECTS11234AIejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA -STEEL COLUMN Maximum Deflections for Load CombinationsYUnfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0118 in 4.027 ft -0.028 in 4.027 ft D+Lr 0.0000 in 0.000 ft 0.000 in 0.000 ft D+W 0.0118 in 4.027 ft -0.028 in 4.027 It D+Lr+W 0.0118 in 4.027 ft -0.028 in 4.027 It Se Ic on Pr� operties : HSS8x8x1/4 _ _Steel Depth = 8.000 in I xx = 70.70 inA4 J = 111.000 inA4 Web Thick = 0.000 in S xx = 17.70 inA3 Flange Width = 8.000 in R xx = 3.150 in Flange Thick = 0.250 in Area = 7.100 inA2 Iyy = 70.700 inA4 Weight = 25.820 plf S yy = 17.700 inA3 R yy = 3.150 in Ycg = 0.000 in °' Wx Loads M-y Loads •e•• x • • •••••• ••s••• • • • fs•• • • m • f • • •••••• s • • •••••• ese••• •se• ••••• •• •• fees •••••• Loads are total entered value. Arrows do not reflect• absolute direction. s feet••_ — • • • e • • f • e • • felt•• e • • •• • •e • • •go 0 110 of 146 IfiilIUS STRUCTURAL DESIGN LLC CONSLLTr�G ENGL1-EERS 73SO NIV 146 Street. Spit. 303. pp \nu LA- FL 33016 L 30 .5PIZ.5360 F. 305.512 5861 wxw.primpssd.eo® . . . . . . . . . . . . . . . . . . . . . Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 13 JUN 2018, 4 56PM Concrete Column File:Z:\Projects\OPTIMUS-PROJECTSN234Alejarxlro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA -Column C1 General Information fc : Concrete 28 day strength = 5.0 ksi E _ = 4,030.51 ksi Density = 145.0 pcf R = 0.80 fy - Main Rebar = 60.0 ksi E - Main Rebar = 29,000.0 ksi Allow. Reinforcing Limits ASTMA675 Bars Used Min. Reinf. = 1.00/0 Max. Reinf. = 8.0 Load Combination :FBC-2014 ASD Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height = 8.10 ft End Fixity Top & Bottom Pinned ACI Code Year ACI 318-05 Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Length for X-X Axis buckling = 8.1 ft, K = 1.0 Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis h Column Cross Section ] Column Dimensions 18.Oin high x 8.Oin Wide, Column Edge to Rebar Y Edge Cover=1.750in Column Reinforcing :4 - #6 bars @ corners, x x Y A r-._ - _ r pplied LOadS Entered loads are factored per load combinations specified by user. Column self weight included: 1,174.50 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.10 ft above base, D = 2.790, LR = 2.052, W =1.915 k BENDING LOADS ... Lat. Uniform Load creating My-y, W = 0.50 k/ft DESIGN SUMMARY Load Combination +D+0.750Lr+0.750L+0.75OW Location of max.above base 8.046ft Maximum Stress Ratio 0.1017: 1 Ratio = (Pu'2+Mu'2)1.5 I (PhiPnA2+PhiMnA2)^.5 Pu = 6.940 k cp * Pn = 369.26 k Mu-x = 0.0 k-ft 9 * Mn-x = 0.0 k-ft Mu-y = 3.075 k-ft N * Mn-y = 0.6107 k-ft Mu Angle = 90.0 deg Mu at Angle = 3.075 k-ft cpMn at Angle = 0.6107 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity 710.12 k Pnmin : Nominal Min. Tension Axial Capacity -105.60 k cp Pn, max: Usable Compressive Axial Capacity 369.26 k tp Pn, min : Usable Tension Axial Capacity -68.640 k Govemino Load Combination Results 0000 Maximum SERVICE Load Reactions .. ' . . .... ...... Top along Y-Y k %%oh tong Y-Y 0 e 0 k .' Top along X-X k �p"j 4ong X-R . . • ; ...... k .... ; • Maximum SERVICE Load Deflections .:. ; '..' •. •' Along Y-Y 0.0in at . . .QQ aboveWq, • • • •;.•• for load combination : • • • .. .. .... ...... Along X-X 0.01581 in at �A,71�t above bases .' for load combination : W only • • • • ; General Section Information. (1) = O.C�Q • = 0.80 . • • g = 8.80 • • p : %p Reinforcing 1.222 %p Rebar % Ok • • • • Reinforcing Area 1.760 inA2 Concrete Area 144.0 inA2 Governing Factored 9 Load Combination Dist. from base ft Axial Load k Pu cp * Pn Dist. from base ft 8x 8 x * Mux Bending Analysis k-ft 9 y tp Mnx 6y 8y * Muy Stress Ratio cp Mny +D 8.05 3.96 369.26 8.05 1.000 1.000 0.011 +D+Lr 8.05 &02 369.26 8.05 1.000 1.000 0.016 +D+0.75OLr+0.750L 8.05 5.50 369.26 8.05 1.000 1.000 0.015 111 of 146 Job # • ' IL-S STRUCTURAL DESIGN LLC CONSGLMG E-NGINTERS 78:0 NNV 336 Street. Suite 305. 3tiami Lakes, FL 33016 T. 305.SL:.5860 E305.511-5861 R Title: 1234 Alejandro Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale Florida 33009 Printed: 13 JUN 2018. 456PM Concrete Column File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\CaIslEnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA -Column C1 Governing Load Combination Results 3 Governing Factored Dist. from Axial Load k Dist. from Bending Analysis k-ft Stress Ratio Load Combination base ft Pu cp * Pn base ft 5 x 5 x * Mux tp Mnx 8 y Sy * Muy cp Mny +D+0.60W - 8.05 5.11 369.26 8.05 1.000 1.000 2.46 2.03 0.081 +D+0.750Lr+0.750L+0.75OW 8.05 6.94 369.26 8.05 1.000 1.000 3.08 0.61 0,102 +0.60D+0.60W 8.05 3.53 369.26 8.05 1.000 1.000 2.46 2.03 0.080 Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. Reaction along X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.790 k Lr Only k k 2.052 k W Only k 2.025 2.025 k 1.915 k D+Lr k k 4.842 k D+W k 2.025 2.025 k 4.705 k D+Lr+W k 2.025 2.025 k 6.757 k Maximum Deflections for Load Combinations Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only Lr Only W Only D+Lr D+W D+Lr+W _Sketches _ Y x i 0.0000 in 0.000 ft 0.000 in 0.000 It 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0158 in 4.077 ft 0.000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.0158 in 4.077 ft 0.000 in 0.000 ft 0.0158 in 4.077 ft 0.000 in 0.000 ft i rl ••• d • • •••••• • • •••••• • •••• • •• ••••• •• •• •••• •••••• • • • • • •••••• 112 of 146 7'i�11 US STRti CT14UL DESIGX LLC CONSGLTLiGF— GLNTERS 7550 N%V 146 Stm1. Sour 305. MWW Lakes, FL 33016 7. 30<.51?.5060 F. 305S1:5g61 _ a.00Nmnv:d.cona Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33UU9 Printed: 13 JUN 2018. 4:56PM Concrete Column File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Caks\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : CABANA -Column C1 Interaction Diagram 425.0 382.5 340.0 297.5 255.0 212.5 170.0 127.5 85.0 42.5 -31.3 -62.5 -93.8 -125.0 -156.3 Concrete Column P-M Interaction Diagram Allowable Moment (k-ft) 113 of 146 • ' 1L', STRL CTL'RAL DESIG- LLC CO\StiLMG E.NGMERS 7850 N %V 146 Street Suite W. Mi-ti Lakes. FL 33016 T. 305.51= 5860 F. 30.5.91: 5861 A , _op ti-sd.eem Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018. 4:41PM Steel Column File: Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : CABANA -STEEL PIPE COLUMN TO SUPPORT TRELLIS General Information Calculations per AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Steel Section Name: Pipe6 Std Overall Column Height 8.0 ft Analysis Method: FBC-2014 ASD Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 36.0 ksi Brace condition for deflection (buckling) along columns E : Elastic Bending Modulus 29,000.0 ksi X-X (width) axis: Fully braced against buckling along X-X Axis Load Combination : Allowable Stress Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 152.67 IbsDead Load Factor AXIAL LOADS ... ROOF LOADS: Axial Load at 8.0 ft, D = 2.160, LR = 1.080, W = 2.0 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.03250 k/ft Lat. Uniform Load creating My-y, W = 0.03250 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.04108 : 1 Maximum SERVICE Load Reactions . . Load Combination +D+0.750Lr+0.750L+0.75OW Top along X-X 0.130 k Location of max.above base 0.0 ft Bottom along X-X 0.130 k At maximum location values are ... Top along Y-Y 0,130 k Pu : Axial 4.623 k Bottom along Y-Y 0.130 k Pn / Omega: Allowable 112.53 k Mu-x : Applied 0.0 k-ft Maximum SERVICE Load Deflections ... Mn-x / Omega: Allowable 19.042 k-ft Along Y-Y-0.003940 in at 4.027ft above base for load combination: W Only Mu-y :Applied 0.0 k-ft Mn-y / Omega: Allowable 19.042 k-ft Along X-X 0.003940 in at 4.027ft above base for load combination : W Only PASS Maximum Shear Stress Ratio = 0.002888 : 1 Load Combination +D+0.750Lr+0.750L+0.75OW Location of max.above base 0.0 ft .... At maximum location values are ... • • Vu : lied 0.09750 k Applied . • Vn / Omega : Allowable 33.758 k + • • • • • Load Combination Results �+ Maximum Axial + Bending Stress Ratios Maximum SheaARakies • • • Load Combination Stress Ratio Status Location Stress Ratio Sta F. • . L ation : ' • •' +D +D+Lr +D+0.750Lr+0.750L +D+0.60W +D+0.750Lr+0.750L+0.75OW +0.60D+0.60W Maximum Reactions - Unfactored 0.021 PASS 0.00 ft 0.000 0.030 PASS 0.00 ft 0.000 0.028 PASS 0.00 ft 0.000 0.032 PASS 3.97 ft 0.002 0.041 PASS 0.00 ft 0.003 0,028 PASS 4.03 ft 0.002 ••••• PASB..**0.00 ft•••• ••:••� PASS*..'0.00 4i.•..� ...... PASS* • • . 0.00 ft . •' PASS ' ;0.00 4 ....;. PA§S 0.00 Q••••• • PAnoo :0.00 ft.. 0 :••••: Note: Only non -zero reaciior i3 are listed. Load Combination X-X Axis Reaction @ Base @ Top Y-Y Axis Reaction @ Base @ Top Axial Reaction @ Base D Only k k 2.313 k Lr Only k k 1.080 k W Only -0.130 0.130 k 0.130 -0.130 k 2.000 k D+Lr k k 3.393 k D+W -0.130 0.130 k 0.130 -0.130 k 4.313 k D+Lr+W -0.130 0.130 k 0.130 -0.130 k 5.393 k Maximum Deflections for_ Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 114 of 146 �731n9 US STRUCTURAL DESIGN LLC CONSULMG ENGLNURS i 8>0 NNV 146 Street. Saito W. Mi—i Lakes, FL 33016 T. 305. i12.�860 F. 3W51: s861 nme.00tiza—d—va Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale Florida 33009 Printedi 12 JUN 2018, 441 PM Steel Column File: ZAProjects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : CABANA -STEEL PIPE COLUMN TO SUPPORT TRELLIS Maximum Deflections for Load Combinations Unfactored Loads Load Combination Max. X-X Deflection Distance Lr Only 0.0000 in 0.000 ft W Only 0.0039 in 4.027 it D+Lr 0.0000 in 0.000 ft D+W 0.0039 in 4.027 it D+Lr+W 0.0039 in 4.027 it Steel Section Properties : Pipe6 Std _ _ Depth_ = 6.625 in I xx = Web Thick = 0.000 in S xx = Flange Width = 6.625 in R xx = Flange Thick = 0.280 in Area = 5.220 inA2 Iyy = Weight = 19.084 plf S yy = R yy = Ycg = 0.000 in Max. Y-Y Deflection 0.000 in -0.004 in 0.000 in -0.004 in -0.004 in 26.50 inA4 7.99 inA3 2.250 in 26.500 inA4 7.990 inA3 2.250 in Distance 0.000 ft 4.027 ft 0.000 ft 4.027 ft 4.027 ft ,:M- < Loads M-y Loads i ml •••• • • x • • •••• • v� o • Loads are total entered valtte Arrows do mt reflect absolute daection� ••-•'••- •-••• • • • • •• •• •••• •••••• • •• • •• • 115 of 146 WI TU'S STRI-CTITRAL DESIGN LLC CONSCLTL;G tENGLNURS 7850 N-W 146 Street, Suite 30, Miami Lakes, FL 33016 T. 305.512-5360 F. 30- 51: 5861 w,tx..ntim.ssa.r.m Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018, 4:41PM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\CaICS\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : RC Slab -CABANA -UNDERNEATH TRELLIS COLUMN Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1l2 = 5.0 ksi Phi Values Flexure : 0.90 fr = fc * 7.50 = 530.33 psi Shear: 0.750 I • • yf Density = 145.0 pcf 131 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination fBC-2014 ASD D(1.233) Lr(0.54) W(1) D(1.233) Lr(0.54) W(1) 16"wx12"h Span=19.50 ft Cross .Section & Reinforcing Details.- - Rectangular Section, Width = 16.0 in, Height = 12.0 in Span #1 Reinforcing.... D(1.233) Lr(0.54) W(1) 245 at 1.50 in from Bottom, from 0.0 to 19.50 ft in this span 245 at 1.50 in from Top, from 0.0 to 19.50 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft, (FLOOR LOADS) Point Load: D = 1.233, Lr = 0.540, W =1.0 k @ 0.30 ft Point Load: D = 1.233, Lr = 0.540, W =1.0 k @ 6.60 ft • Point Load: D = 1.233, Lr = 0.540, W =1.0 k @ 18.50 ft DESIGN SUMMARY 4 u 9 • • • • Maximum Bending Stress Ratio = . 1 Maximum Deflection • • Section used for this span Typical Section Max Downward L+Lr+S Deflection Dig in Mu : Applied 23,078 k-ft Max Upward L+Lr+S Deflection ' p•400 in Mn * Phi: Allowable 29.804 k-ft Max Downward Total Deflection Max Upward Total Deflection • 0+304 in b�l Load Combination +D+0.750Lr+0.750L+0.75OW in • • Location of maximum on span 7.020ft Span # where maximum occurs Span # 1 • • • • • Cross Section Strength Onertia _ • _ .... ...... WE.:. Rip=•• 1246 �••••� RAio t• • • 0 <�60• • • Ratio = 768 Rob `-'' . • 999 <18T •0•00)•- Cross Section Bar Layout Description Phi*Mn (k-ft) • • Mon%nt of In lrtiti• , ( �04 ) Btm Tension Top Tension I gross Icr - Btm Tension' Icr- Top Tension Section 1 2-#5 @ d=10.5",2-#5 @ &1.5", 29.80 29.80 2,304.00 365.54 365.54 Vertical Reactions - Uniactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.916 5.821 D Only 4.302 3.815 L Only 0.519 0.519 Lr Only 0.917 0.703 L+Lr 1.435 1.222 W Only 1.697 1.303 D+Lr 5.219 4.519 D+L 4.821 4,334 D+L+Lr 5.737 5.037 116 of 146 D+W 6.000 5.118 •7'7111i1'IL-S STRt'CTUKIL DESIG\ LLC CONSULMG E.NGLNURS 7850 N W 146 Sirm. Suite 30-. Mi-i Lakes. FL 33016 T. 30S.c1_.3860 F. 30� 51:.9S61 �iR w� ;1timussd-. . . . . . . . . . . . . . . . . . . . . . Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018, 4 47PM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTSN234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : RC Slab -CABANA -UNDERNEATH TRELLIS COLUMN Vertical Reactions - Unfactored ( Support notation : Far left is #1 Load Combination Support 1 Support 2 D+L+W 6.518 5.637 D+Lr+W 6.916 5.821 Shear _Stirrup Requirements _ Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in r Maximum Forces & Stresses for load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi+Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.020 23.08 29.80 0.77 Span # 1 1 8.103 15.95 29.80 0.54 +D+L Span # 1 1 8.407 18.42 29.80 0.62 +D+Lr Span # 1 1 7.367 18.41 29.80 0.62 +D+0.750Lr+0.750L Span # 1 1 7.887 19.60 29.80 0.66 +D+0.60W Span # 1 1 7.323 18.69 29.80 0.63 +D+0.750Lr+0.750L+0.75OW Span # 1 1 7.020 23.08 29.80 0.77 +0.60D+0.60W Span # 1 1 6.760 12.36 29.80 0.41 Overall Maximum Deflections - Un_factored Loads Load Combination Span _ _ Max. ' "Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+W 1 0.3045 9.165 0.0000 0.000 2 BEAAip » Distance (ft) 9000 • • • ■ +D ■ +D+L ■ +D+L, ■ +D+D.7SDL-0.7S0L \ +D+D.6DW • +D+0.7S0L-+0.7S0L+0.7SDW ■ +0.5DD+D.6DW • • • • 1.91 3.86 5.01 7.76 9.71 11.66 13b1 Distance (Ft) ■ +D ■ +D+L ■ +D+L- ■ +D+D.7SDL-+0.7SDL ■ +D+0.60W ■ +D+0.7SOL-+0.75DL+D.7S6W • +D.6DD+D.6OW 15S6 17.51 19.46 117 of 146 ' ZL"S STRUCTURAL DESIGN LLC CO\SGLTV�G E.XGLN-EERS 7850 N %v 146 .Street. Suite 305. )liami Lakes. FL 33016 7. 305.S12.1360 F.305.51_ 5861 sr.00timas,d.eom Hallandale, Florida 33009 Concrete Beam Description : RC Slab -CABANA -UNDERNEATH TRELLIS COLUMN Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 12 JUN 2018, 4:47PM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 1.37 3.32 5.27 722 9.17 11.12 13.07 15.02 16.97 18.92 Distance (R) ■ D 0.1y ■ D+L- ■ D+L ■ D+L+L- ■ D+W ■ D+L+W • D+L-+W • DO•ly \ L O•ly ■ L-O•ly ■ L+L, ■ W O.ly ■ D+L- ■ D+L ■ D+L+L, • D+W ■ D+L+W ■ D+L.+W • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • •••••• •••• ••••• • • • • • • • • • • • • • • • • • • • • • • • • • •• • •• • • • • • 118 of 146 �7�t11'IUS STRUCTURAL DESIGN LLC CONSCLMG ENGLNEERS 350 NB 146 Street. Suite 30c, ]firm Lakes, FL 33016 owT. 305.51..SS60 F. 305 sl_ 5861 ew-pli-ussd.eom Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 13 JUN 2018. 9:04AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS11234Alejandro\Caks\EnerCalc\1234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : GB -multi -span -Cabana -Material Properties - - - - - I Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc112 ' 7.50 = 530.33 psi Shear: 0.750 • • • yi Density = 145.0 pcf R 1 = i 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy -Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi a E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD Cross Section & Reinforcing Details_ �] Rectangular Section, Width = 14.0 in, Height = 20.0 in Span #1 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 8.20 ft in this span 345 at 2.50 in from Top, from 0.0 to 8.20 ft in this span Span #2 Reinforcing.... 445 at 2.50 in from Bottom, from 0.0 to 8.20 ft in this span 445 at 2.50 in from Top, from 0.0 to 8.20 ft in this span Span #3 Reinforcing.... 445 at 2.50 in from Bottom, from 0.0 to 8.20 ft in this span 445 at 2.50 in from Top, from 0.0 to 8.20 ft in this span Span #4 Reinforcing.... 445 at 2.50 in from Bottom, from 0.0 to 8.20 ft in this span 445 at 2.50 in from Top, from 0.0 tg8.20 %in this sptm • Span #5 Reinforcing.... • • : • • • : • 34#6 at 2.50 in from Bottom, from 0.0 to 7.50 ft in this span . • 3 #6 at 2.50 in from Top, from 0.0 to 7.50 ft in this span Applied Loads Service loads entered. Load Factp"4ig Pe applied for calculations. Beam self weight calculated and added to loads • 0 9 0 Load for Span Number 1 '....' ; • • • • Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof vertical) • Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (wansory wall) • • • • • • • • • • • Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) • • "" "' • • • Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) ; •';'; • • Load for Span Number 2 • • • • • ..... Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof Vertical) • • • Uniform Load: D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) •00• • • • • • Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor) 00 Uniform Load: D = 0.0650 ksf, Tributary Width = 8.0 ft, (MANSCRY) Load for Span Number 3 Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof Vertical) Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (Mansory) Load for Span Number 4 Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft Load for Span Number 5 Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) 119 of 146 Title: 1234 Alejandro Job # ' 1US STRtiCTLRALI. DESIGN LLC Dsgnr: CONSC-LTV�GL.NGLNURs Project Desc.: Residence House Addition, New Cabana and New Meditation House "650.NIV 136 Street. Suite 305. \[iami Lake%FL 33016 T. 305.SL• $360 F. 305.512.5861 Project Notes mrw•.00timas•d.cam Hallandale Florida 33009 Printed: 13 JUN 2018, 1028AM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : GB -multi -span -Cabana -_ Material Prope�rties� -: Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc1�2 ' 7.50 = 530.33 psi Shear : 0.750 • • • yf Density = 145.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination f BC-2014 ASD _Cross Section & Reinforcing Details Rectangular Section, Width =14.0 in, Height = 20.0 in Span #1 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 7.50 ft in this span 345 at 2.50 in from Top, from 0.0 to 7.50 ft in this span Span #2 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 7.50 ft in this span 345 at 2.50 in from Top, from 0.0 to 7.50 ft in this span Span #3 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 7.50 ft in this span 345 at 2.50 in from Top, from 0.0 to 7.50 ft in this span Span #4 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 7.50 ft in this span **so 345 at 2.50 in from Top, from 0.0 to.7.50 fain this spar: • • • • Span #5 Reinforcing.... • • • • • • • . 345 at 2.50 in from Bottom, from 0.0 to 7.50 ft in this span • • • • • • • 345 at 2.50 in from Top, from 0.0 to 7.50 ft in this span . . . Applied Loads Service loads entered. Load Facjp"�iy pe applied for calculations. Beam self weight calculated and added to loads .... .. . ;""; Load for Span Number 1 ' ....' ; ' • • • Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof vertical) • • • • 0 : • Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (wansory wall) • • • • • • Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) 00 • • "" ""' • Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) ; ";' ; • Load for Span Number 2 • • • •... Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof Vertical) • : • • • • • . . Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) • • .. . .. . ;"• •; Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor) • • • Uniform Load: D = 0.0650 ksf, Tributary Width = 8.0 ft, (MANSORY) Load for Span Number 3 Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof Vertical) Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) Uniform Load : D = 0.0650 ksf, Tributary Width = 8.0 ft, (Mansory) Load for Span Number 4 Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft Load for Span Number 5 Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) 120 of 146 MZGS STRtiCTILIL4,L DESIGN LLC CON'SC'LTL;G ENGLN-EERS 7950.NAV 146 Street, Suite 305, Maud Lakes, FL 33016 F. 30j 5t:.5860 F. 305.5115861 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 13 JUN 2018. 10 28AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : GB -multi -span -Cabana DESIGN SUMMARY e • Maximum Bending Stress Ratio = 0.266: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mu : Applied -19.758 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 74.268 k-ft Max Downward Total Deflection 0.004 in Ratio = 25967 Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 ross Section Strength.& Inertia Phi*Mn (k-ft) Moment of Inertia (in"4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 3- #5 @ d=17.5',3- #5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 2 3-#5 @ d=17.5e,3-#5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 3 3- #5 @ d=17.5e,3- #5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 4 3- #5 @ d=17.5",3- #5 @ d=2.5', 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 5 3- #5 @ d=17.5e,3- #5 @ d=2.5e, 74.27 74.27 9,333.33 1,517.30 1,517.30 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Support 6 Overall MAXimum 9.059 25.749 22.875 17.806 14.035 5.261 D Only 7.013 19.940 17.700 13.892 11.016 4.162 L Only 1.166 3.334 2.899 2.766 3.018 1.072 Lr Only 0.879 2.475 2.276 1.148 -0.163 0.027 L+Lr 2.045 5.809 5.175 3.914 2.855 1.099 W Only 0.820 2.310 2.124 1.071 -0.152 0.025 D+Lr 7.892 22.415 19.976 15.040 10.853 4.189 D+L 8.180 23.274 20.599 16.658 14.035 5.234 D+L+Lr 9.059 25.749 22.875 17.806 13.871 5.261 D+W 7.834 22.250 19.824 14.964 10.864 4.187 D+L+W 9.000 25.584 22.724 17.730 13.882 5.259 D+Lr+W 8.713 24.725 22.100 16.112 10.700 4.214 -Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in _Maximum Forces & Sfresses_for Load Combinations • Load Combination Location (ft) Bending Stress Results ( k-ft) • • • Segment Length Span # in Span Mu: Max phi*Mnx Stress Ratio ' • • • • MAXimum BENDING Envelope • • • • • • • Span # 1 1 7.995 -16.95 74.27 0.23 • • • • •••••• Span # 2 2 8.200 -19.76 74.27 0.27 • � � � � • ' • • Span#3 3 16.400 -15.86 74.27 0.21 0••••� �•� •• • • Span # 4 4 24.600 -11.70 74.27 0.16 0000 • • • • .... Span #5 5 32.100 -9.43 74.27 0.13 0000*0 ��•�• ••000• Span # 1 1 7.995 -12.99 74.27 0.17 •• •• •••• •••••• Span # 2 2 8.200 -15.14 74.27 0.20 ••.••• • • • Span # 3 3 16.400 -12.08 74.27 0.16 • • • • . . ; Span # 4 4 24.600 -9.18 74.27 0.12 . . • • • • • • • • • • • • Span #5 5 32.100 -7.34 74.27 0.10 •••• �••••� +D+L 000000 Span # 1 1 7.995 -15.17 74.27 0.20 • • • Span # 2 2 8.200 -17.68 74.27 0.24 Span # 3 3 16.400 -14.03 74.27 0.19 Span # 4 4 24.600 -10.97 74.27 0.15 Span # 5 5 32.100 -9.43 74.27 0.13 +D+Lr Span # 1 1 7.995 -14.59 74.27 0.20 Span # 2 2 8.200 -17.01 74.27 0.23 Span # 3 3 16.400 -13.68 74.27 0.18 Span # 4 4 24.600 -10.00 74.27 0.13 Span # 5 5 32.100 -7.14 74.27 0.10 +D40.750Lr+0.750L Span # 1 1 7.995 -15.83 74.27 0.21 Span # 2 2 8.200 -18.45 74.27 0.25 Span # 3 3 16.400 -14.74 74.27 0.20 121 of 146 Span # 4 4 24.600 -11.13 74.27 0.15 Title : 1234 Alejandro Job # ' IUS STRtiCILRAL DESIGN LLC Dsgnr: COXSITMGENGr�TERS Project Desc.: Residence House Addition, New Cabana and New Meditation House 73SO �l1' 176 Street. Si,, 30-, \Kano Lakes, FL 33016 r.305.51.5560 F. 30591!.5861 Project Notes 1r1'.ODUmYSSd.(9[a Hallandale Florida 33009 Printed: 13 JUN 2018. 10:28AM Concrete Beam File: Z:1Projects\OPTIMUS-PROJECTS11234 Alejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : GB -multi -span -Cabana Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi"Mnx Stress Ratio Span # 5 5 32.100 -8.75 74.27 0.12 +D+0.60W Span # 1 1 7.995 -13.89 74.27 0.19 Span # 2 2 8.200 -16.19 74.27 0.22 Span # 3 3 16.400 -12.98 74.27 0.17 Span # 4 4 24.600 -9.64 74.27 0.13 Span # 5 5 32.100 -7.23 74.27 0.10 +D+0.750Lr+0.75OL475OW Span # 1 1 7.995 -16.95 74.27 0.23 Span # 2 2 8.200 -19.76 74.27 0.27 Span # 3 3 16.400 -15.86 74.27 0.21 Span # 4 4 24.600 -11.70 74.27 0.16 Span # 5 5 32.100 -8.61 74.27 0.12 +0.60D+0.60W Span # 1 1 7.995 -8.69 74.27 0.12 Span # 2 2 8.200 -10.13 74.27 0.14 Span # 3 3 16.400 -8.14 74.27 0.11 Span # 4 4 24.600 -5.97 74.27 0.08 Span # 5 5 32.100 -4.29 74.27 0.06 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " DO Location in Span Load Combination Max. "+" Defl Location in Span D+L+Lr 1 0.0038 3.690 D+L+Lr 40001 8.610 D+L+Lr 2 0.0007 4.510 D+Lr+W -0.0001 1.230 D+L+Lr 3 0.0022 4.510 D+Lr+W -0.0001 8.575 D+L+Lr 4 0.0002 7.875 D+Lr+W -0.0004 1.875 D+L+Lr 5 0.0018 4.125 0.0000 1.875 .20 2 BEA1,1 - -14 SL Ilb, 3.69 7.79 11.48 1538 19.07 23.17 26.85 4mm 0 3464• • • 38.66 • Distance (f•t) • • • • • • • •• • • • 1 ■ +D ■ +D+L ■ +D+L- ■ +D+D.75DL,+0.7SOL • +D+0.6DW • +D+0.7SOL0.7SOL+D.7SDW ■ +0.60D+0.6DW • • • • • • • • •• 3.69 7.79 11.48 1538 19.07 23.17 2645 30.79 31054 • 38.66 Distance (Ft) ■ +D • +D+L ■ +D+L. ■ +D+0.7SOLD.7SOL ■ +D+5.60W ■ +D+D.75DL.+0.7SOL+D.7SDW ■ +O.6DD+0.6DW 122 of 146 Title : 1234 Alejandro Job # • ' 1<GS STRUCTURAL DESIG- LLC jProec COXSVLWL G E.NGMERS Proect Desc.: Residence House Addition, New Cabana and New Meditation House 7S.'0 NW 146 St—t. Suite 304. Stialui Lakes. FL 33016 T.sotsl_ss6o F.30as1_.5861 Project Notes N�w.n"tlm><SSd.1.. Hallandale, Florida 33009 Printed: 13 JUN 2018, 10:28AM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : GB -multi -span -Cabana 0.0004 BEAM—>7 -0.0007 -0.00t7 -0A028 -0.0039 3.69 8.61 11.89 16.81 1927 24.19 26.48 31.73 33.98 39.23 Distance (ft) ■ DO•ly ■ D + L ■ D+L ■ D + L + L ■ D+W ■ D+L+W • D+L-+W ■ DO•ly ■ L0.1y ■ L 0•1y ■ L+L. ■ WO•ly ■ D+L. ■ D+L ■ D + L + L - ■ D+W ■ D+L+W ■ D+L-+W • • • • • 123 of 146 Job # ' 1US STRtiCTtTKA-L DESIGN LLC C0ISLTMG, E.\GLNTERS 78 O NW 146 Street, Suite 30, 3W.Ji Lakes, FL 33016 T'n11151M5960 F. 30s R! 3961 A 'e'•optimard.<om Concrete Beam Title : 1234 Alejandro Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 13 JUN 2018, 9:06AM INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : GB -multi -span -Cabana - Grid M Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure : 0.90 1/2 fr = fc * 7.50 = 530.33 psi Shear : 0.750 • • • y Density = 145.0 pcf 01 = 0.80 a, LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi = fy -Main Rebar 60.0 ksi E - Stirrups = 29,000.0 ksi a E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # _ # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination :FBC-2014 ASD D(2.79) Span=10.0 ft Span=9.90 ft Span=3.50 ft W(2.24) _Cross Section & Reinforcing Details Rectangular Section, Width =14.0 in, Height = 20.0 in Span #1 Reinforcing.... 345 at 2.50 in from Bottom, from 0.0 to 10.0 ft in this span 345 at 2.50 in from Top, from 0.0 to 10.0 ft in this span Span #2 Reinforcing.... 445 at 2.50 in from Bottom, from 0.0 to 9.90 ft in this span 445 at 2.50 in from Top, from 0.0 to 9.90 ft in this span Span #3 Reinforcing.... 445 at 2.50 in from Bottom, from 0.0 to 9.10 ft in this span 445 at 2.50 in from Top, from 0.0 to 9.10 ft in this span Applied Loads Service loads entered. Load Factors will be applie4fpi%alculations. Beam self weiqht calculated and added to loads • • • • • • • • • • . • Load for Span Number 1 • • • +... . Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) ... • • • 0.. • ; . • • •; • Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) ...;., Point Load : D = 2.790, Lr = 2.790, W = 2.610 k @ O.O ft .....: Load for Span Number 2 • Goo• • : . • Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof Vertical)"' ' • • • • • • • Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) • •; • •; • • • • • • 0 • • • Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor) • • • • • • 0000 000000 Uniform Load: D = 0.0650 ksf, Tributary Width = 8.0 ft, (MANSORY) •. • •. • . . • Load for Span Number 3 : ' : . : Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) • • • • • • • • • • • Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) • • • • :....: Point Load: D = 2.40, Lr = 2.40, W = 2.240 k @ 3.50 ft • . •'.'. ' • DESIGN SUMMARY_ • _ Maximum Bending Stress Ratio = 0.300: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.001 in Ratio = 94257 Mu: Applied-22.245 k-ft Max Upward L+Lr+S Deflection -0.003 in Ratio = 41938 Mn * Phi: Allowable 74.268 k-ft Max Downward Total Deflection 0.005 in Ratio = 25096 Load Combination +D+0.75OLr+0.750L+0.75OW Max Upward Total Deflection 0.000 in Ratio = 999<180 Location of maximum on span 9.917ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Phi*Mn (k-ft) Moment of Inertia (in"4 ) Cross Section Bar Layout Description Stm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 3-#5 @ d=17.5",3-#5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 , 17.30 Section 2 4-#5 @ d=17.5*,4-#5 @ d=2.5", 96.01 96.01 9,333.33 1,941.85 1,941.85 I ILS STRI17CTIIMAL DESIGN LLC IM CONSCLMG ENGL\TERS 7950 NAV 146 Sims. Suite 30-' )li-i Lakes, FL 33016 T. 30<AIS860 F. 30s F1..5861 Concrete Beam Description : GB -multi -span -Cabana - Grid M Cross Section Strength &_Inertia____ Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes 33009 Printed: 13 JUN 2018, 9:06AM File: Z:1Projects\0PTIMUS-PR0JECTS11234 Alejandro\Ca1slEnerCa1c11234branger.ec6 ENERCALC, INC.1983-2011, Buik1:6.11.6.23, Ver.6.11.6.23 Phi"Mn (k-ft) Moment of Inertia ( in64 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 3 4- #5 @ d=17.5",4- #5 @ d=2.5", 96.01 96.01 9,333.33 1,941.85 1,941.85 Vertical Reactions - Unfactored Support notation :Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 12.976 25.472 21.127 4.527 D Only 7.797 19.924 16.366 1.004 L Only 1.403 4.185 2.759 0.077 Lr Only 2.676 1.362 2.003 1.822 L+Lr 4.078 5.548 4.762 1.900 W Only 2.503 1.271 1.869 1.701 D+Lr 10.473 21.286 18.369 2.827 D+L 9.199 24.110 19.124 1.082 D+L+Lr 11.875 25.472 21.127 2.904 D+W 10.300 21.195 18.235 2.705 D+L+W 11.703 25.381 20.994 2.782 D+Lr+W 12.976 22.557 20.238 4.527 Shear Stlrruo Reaulrements Between 0.00 to 9.92 it, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 10.00 to 10.00 ft, PhiVc/2 <Vu - PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 8.000 in Between 10.08 to 23.37 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in M_axim_um_ Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Length Span # in Span Mu: Max Phi`Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.917 -22.25 74.27 0.30 Span # 2 2 10.000 -23.12 96.01 0.24 Span # 3 3 19.900 -17.66 96.01 0.18 +D Span # 1 1 9.917 -17.76 74.27 0.24 Span # 2 2 10.000 -18.48 96.01 0.19 Span # 3 3 19.900 -13.28 96.01 0.14 +D+L Span # 1 1 9.917 -21.55 74.27 0.29 Span #2 2 10.000 -22.45 96.01 0.23 • • 466690 •••• •••••• Span #3 3 19.900 -15.22 96.01 0.16 ••.• ; .••• •• r Span # 1 1 9.917 -18.89 74.27 0.25 ••�••• • • • • •• • • •••i• Span # 2 2 10.000 -19.62 96.01 0.20 Span # 3 3 19.900 -15.30 96.01 0.16 • • • • • • • • • • • • • • +D+0.750Lr+0.750L • • •••• • • ••• • ••••• Span #1 1 9.917 -21.45 74.27 0.29 Span # 2 2 10.000 -22.32 96.01 0.23 •••••• • • •••• • ••�••• Span#3 3 19.900 -16.25 96.01 0.17 •• •• •••• •••••• +D+0.60W •••••• • • Span # 1 1 9.917 -18.39 74.27 0.25 : • ; . • Span # 2 2 10.000 -19.12 96.01 0.20 • • • • • • • a • • • Span #3 3 19.900 -14.41 96.01 0.15 • • • ••• +D+0.750Lr+0.750L+0.75OW • • • • • • ••••••• • • Span # 1 1 9.917 -22.25 74.27 0.30 • ..6.6 Span # 2 2 10.000 -23.12 96.01 0.24 Span # 3 3 19.900 -17.66 96.01 0.18 +0.60D+0.60W Span # 1 1 9.917 -11.29 74.27 0.15 Span # 2 2 10.000 -11.73 96.01 0.12 Span # 3 3 19.900 -9.10 96.01 0.09 Overall Maximum Deflections - Unfactored "Loads Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0041 4.250 D+Lr+W -0.0001 9.750 D+Lr+W 2 0.0047 5.198 D+Lr+W -0.0001 9.988 D+Lr+W 3 0.0000 3.500 D+Lr+W -0.0005 1.488 125 of 146 • ILTS STRUCTURAL DESIGN LLC CONSULMG ENGLN-EERS 7850 N %V 146 Street. Suite 305, Miami Lakes. FL 33016 7. 304 511_9860 F. 305 5115861 w�rw.optimassd.<om Concrete Beam Description : GB -multi -span -Cabana - Grid M Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Florida 33009 Printed: 13 JUN 2018. 9:06AM File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCa1c\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 2.25 458 6.92 925 11.57 13.88 16.19 1858 20.86 2320 Distance (Ft) ■ +D ■ +D+L ■ +D+L. ■ +D+0.7SOLD.7SOL ■ +D+0.60W • +D+0.7SDL,+0.7SOL+D.7SOW ■ +0.60D+D.6DW Distance (rt) • • • • • • • ■ +D ■ +D+L ■ +D+L. ■ +D+0.75DL� D.7SOL ■ +D+D.6DW • +D+D.75DL,+D.7SDL+D.7SDW ■ +D.6DD+D.6DW • • • • • • • IJS 4.25 6J5 925 11.73 1421 16.68 19.16 20.16 22.% Distance (ft) ■ DO•ly ■ D+L• ■ D+L ■ D+L+L- • D+W • D+L+W ■ D+L-+W • DO•ly ■ LO•ly ■ L-O•ly ■ L+L, ■ WO•ly ■ D+L- ■ D+L ■ D+L+L. ■ D+W ■ D+L+W ■ D+L-+W 126 of 146 141K, IUS STRT CTt-&kL DESIGX LLC CO\SETMG E-NGLN-EERS 78-4 N%V 146 Street, Suite 305, Hiauti Lakes, FL 33016 T. 305.51_.5860 F.305S1:5861 ase1'.1timassa. ut ..................... Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018. 4 21PM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC. INC.1983-2011, Build:6.11.6.23, Vec6.11.6.23 Description : MEDITATION ROOM- CONCRETE BEAMS @ RB6 (VERTICAL) Material Properties - ® ' Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc1�2 ' 7.50 = 530.33 psi Shear: 0.750 • • yi Density = 145.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi • • fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD D 0.195 Lr 0.195 W 0.182 • • • 8"wx14"h '••' ; •••• •••••• Span=18.80 ft • • • •••••• ' Cross Section_& Reinforcing petails_ ~'� ' 0 * 0 • Rectangular Section, Width = 8.0 in, Height = 14.0 in * ": • 0 • Span #1 Reinforcing.... 0 0 " " 0 0 2-#6 at 2.50 in from Bottom, from 0.0 to 18.80 ft in this span 2-#6 at 2.50 in from Top, from TT$ %n this span ' • 0.0 tQ 246 at 6.0 in from Top, from 0.0 to 18.80 ft in this span " 0 0 0 00 009.. 000900 Applied Loads` _ Service loads entered. Load Faciors J be applied for _calculatioAi. • • • • Beam self weiqht calculated and added to loads • • Load for Span Number 1 Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 6.50 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.454: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.616 in Ratio = 366 Mu: Applied 26.090 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn' Phi: Allowable 57.452 k-ft Max Downward Total Deflection 0.763 in Ratio = 295 Load Combination +D+0.750Lr+0.75OL+0.75OW Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 9.400ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia_ Phi'Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2-#6 @ d=11.5",2-#6 @ d=2.5",2-#6 @ d=6", 57.45 65.37 1,829.33 561.50 640.40 Vertical Reactio_ ns U_ nfactored- Y e Support notation : Far left is #1 Load Combination Support 1 Support 2 D Only 2.893 2.893 Lr Only 1.833 1.833 W Only 1.711 1.711 D+Lr 4.726 4.726 D+W 4.604 4.604 D+Lr+W 6.437 6.437 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVct2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 127 of 146 WoJia n'S STRUCiIMAL DESIG\ LLC CO\SULMG Y-\GLNT XRS 850 N W 146 Street, Suite 305. Warm Lakes, FL 33616 T. 305.511.5360 F. 305.51.5861 mrw.aorimascd.r.. Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018, 4:21PM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : MEDITATION ROOM- CONCRETE BEAMS @ R136 (VERTICAL) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.400 26.09 57.45 0.45 +D Span # 1 1 9.400 13.60 57.45 0.24 +D+L Span # 1 1 9.400 13.60 57.45 0.24 +D+Lr Span # 1 1 9.400 22.21 57.45 0.39 +D+0.750Lr+0.750L Span # 1 1 9.400 20.06 57.45 0.35 +D+0.60W Span # 1 1 9.400 18.42 57.45 0.32 +D+0.750Lr+0.750L+0.75OW Span # 1 1 9.400 26.09 57.45 0.45 +0.60D+0.60W Span # 1 1 9.400 12.98 57.45 0.23 Overall Mazim_um Deflections - UWactored'Loads 1 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span •••• D+Lr+W 1 0.7628 9.588 0 • 0.0000 0, , .. 0.000 • • • .. • 27 20 Y 13 7 BEAhL-->r��l� MEN • • • 000 • • • ••• Distance (ft) • • • • • • . • • 1.84 3.72 5.60 7.48 936 1124 13.12 15.00 16" 18.76 Distance (ft) ■ +D ■ +D+L ■ +D+L- . +D+D.75DL-D.750L ■ +D+O.6DW ■ +D+D.75DL-D.75DL+0.750W • +0.6DD+0.60W 132 320 sae 6.96 8.84 10.72 12.60 14.49 1636 1824 Distance (ft) . DO"ly ■ D+L- ■ D+W ■ D+L,+W ■ DO•ly ■ L,O•ly ■ W O"ly . D+L. ■ D+W ■ D+L-+W 128 of 146 INKIUS STRL CTLTR iL DESIGN LLC CONSITTL�G ENGLNEERS 7850 sn' 146 Street, Suite 305. -NW i Lake, FL 33016 51!.5860 F. 30- 51:.5861 w�rw.optimassd.con Florida 33009 Concrete Beam Description : REVISE -MEDITATION ROOM- CONCRETE BEAMS @ RB6 (LATERAL) Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : File: Printed: 12 JUN 2018. 4:22PM ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Material Properties Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr= fc1�2 * 7.50 = 530.33 psi Shear: 0.750 yf Density = 145.0 pcf 01 = 0.80 �. LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination fBC-2014 ASD _Cross Section & Reinforcing Details Rectangular Section, Width =14.0 in, Height = 8.0 in Span #1 Reinforcing.... 346 at 2.50 in from Bottom, from 0.0 to 18.80 ft in this span Applied Loads Load for Span Number 1 Uniform Load: W = 0.0570 ksf, Tributary Width = 4.0 ft DESIGN SUMMARY _ _ -, -1 Maximum Bending Stress Ratio = W 0.249: 1 Section used for this span Typical Section Mu: Applied 7.555 k-ft Mn * Phi: Allowable 30.294 k-ft Load Combination +D+0.750Lr+0.750L+0.750W Location of maximum on span 9.400ft Span # where maximum occurs Span # 1 Span=18.80 ft • • • • ...... .•.• 346 at 2.50 in from Top, from 0.0 tQ 18'.V (in this span ' Service loads entered. Load Factors will be applied for ca Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0 <360 0.000 in Ratio = 0 <360 0.554 in Ratio = 407 0.000 in Ratio = 999 <180 Cross Section Strength & Inertia Phi*Mn (k-ft) Moment of Inertia (in"4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 3- #6 @ d=5.5e,3- #6 @ d=2.5e, 30.29 30.29 597.33 153.97 153.97 1%rticaf-Reactions - Unfactored -- - Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.143 2.143 W Only 2.143 2.143 Shear Stirrup Requirements _ Entire Beam Span Length. Vu < 15hiVcJ2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces-9 Stresses for Load Combinations - -I Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 9.400 7.55 30.29 0.25 +D Span # 1 1 9.400 7.55 30.29 0.25 +D+L 129 of 146 Span # 1 1 9.400 7.55 30.29 0.25 Title : 1234 Alejandro Job # Dsgnr: • ' 1US STRUCTURAL DESIGN LLC Project Desc.: Residence House Addition, New Cabana and New Meditation House CONSGLMG L GLNTIRS 7850 N W 146 Street, Suite 305. Miami La6-e%FL 33016 T. SOS.S1_4860 F. 305.5115861 Project Notes Hallandale, Florida 33009 Printed: 12 JUN 2018 4:22PM Concrete Beam File: Z:1Projects\OPTIMUS-PROJECTS11234 Alejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC. 1983-2011,Build:6.11.6.23, Ver.6.11.6.23 Licensee iLic.#: Description : REVISE -MEDITATION ROOM- CONCRETE BEAMS @ R66 (LATERAL) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max PhieMnx Stress Ratio +D+Lr Span # 1 1 9.400 7.55 30.29 0.25 +D+0.750Lr+0.750L Span # 1 1 9.400 7.55 30.29 0.25 +D+d.60W Span # 1 1 9.400 6.04 30.29 0.20 +DA.750Lr+0.750L+0.75OW Span # 1 1 9.400 7.55 30.29 0.25 +0.60D+0.60W Span # 1 1 9.400 6.04 30.29 0.20 Overall Maximum beflections - Unfactored Loads_ 7 Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 7.7 5.8 3.9 1.9 BEAM---> BEAM---s> -0.14 -028 s 0 -0.42 -0.57 WWWO-P.0101M 11 am W__ a"MM.-MMMM WME OWN wpm 1.84 3.72 5.60 7.48 936 1124 13.12 0 Ism? 4 8 •4711 • 0 • • •• • • • Distance (Ft) • • ■ +D ■ +D+L ■ +D+L- ■ +D+0.7S0L� D.7SDL • +D+D.6DW ■ +D+0,7S0L.+0.7SDL+D.7S5W ■ +0.600+0.60k • • • • • • • • • • • • • • MMMMMOM M-MMMMM M 1.94 3.72 5.60 7.49 936 11.24 13.12 15.00 16.98 19.76 Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+D,7SDLD,7S0L ■ +D+0.60W ■ +D+0.7S0L0.7S5L+D.750W ■ +D.60D+0.60W 132 3.20 S.08 6.96 8.04 10.72 12.60 14.49 16.36 Distance (Ft) ■ W 0.1y 1824 130 of 146 • ' IUS STRCCTLRAL DESIGN LLC CO\St LMG E.NGLNURS 7850 NAV 146 St—t. Suite 305. AW i U1.%FL 33016 T. 305.512.5860 F. 301.312.5061 a.00rimsssd.cem Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 14 JUN 2018. 11:10AM Concrete Beam File:Z:lProjectslOPTIMUS-PROJECTS11234Alejandro\Calcs\Enercalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : MEDITATION ROOM- CONCRETE BEAMS @ R87 (VERTICAL) Material Properties — -----7 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = * 5.0 ksi Phi Values Flexure: 0.90 fr = fc 7.50 = 530.33 psi Shear: 0.750 yf Density = 145.0 pcf R 1 = 0.80 k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi - fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD 8"wx10"h Span=9.30 ft Cross Section_& Reinforcing Details 1 Rectangular Section, Width = 8.0 in, Height = 10.0 in Span #1 Reinforcing.... 245 at 2.50 in from Bottom, from 0.0 to 9.30 ft in this span Applied -Loads Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY _ •••••• •• • ••••• • • • • • • • • • 0000 • • • • • • 2-#5 at 2.50 in from Top, from 0.0 t19.31ff iD this span ' •. Service loads entered. Load Factors will gie applical for calculations. " • •• • Maximum Bending Stress Ratio = 0.118: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection Mu : Applied 2.460 k-ft Max Upward L+Lr+S Deflection Mn * Phi: Allowable 20.773 k-ft Max Downward Total Deflection Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection Location of maximum on span 4.650ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia — Phi*Mn (k-ft ) Design OK 0.007 in Ratio = 15373 0.000 in Ratio = 0 <360 0.016 in Ratio = 6951 0.000 in Ratio = 999 <180 Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2- #5 @ d=7.5",2- #5 @ d=2.5", 20.77 20.77 666.67 152.96 152.96 Vertical Reactions - Unfactored- _ I Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.193 1.193 D Only 0.654 0.654 Lr Only 0.279 0.279 W Only 0.260 0.260 D+Lr 0.933 0.933 D+W 0.914 0.914 D+Lr+W 1.193 1.193 _ Shear Stirrup Requirements I Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 131 of 146 Title: 1234 Alejandro Job # iUS STRi7CTU1LA : DESIG\ LLC Dsgnr. CO\St'LMGE-NGID'TERS Project Desc.: Residence House Addition, New Cabana and New Meditation House 7S>0 NIV 146 Street. Suite W. Miami Lakes. FL 33816 T. 3051.tl!.SS60 F. 305.51:.4861 Project Notes R.ODNm1T5d.eOm Hallandale, Florida 33009 Printed: 14 JUN 2018, 11:10AM Concrete Beam File: Z:\Proiects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : MEDITATION ROOM- CONCRETE BEAMS @ RB7 (VERTICAL) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max PhieMnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 4.650 2.46 20.77 0.12 +D Span # 1 1 4.650 1.52 20.77 0.07 +D+L Span # 1 1 4.650 1.52 20.77 0.07 +D+Lr Span # 1 1 4.650 2.17 20.77 0.10 +D+0.750Lr+0.750L Span # 1 1 4.650 2.01 20.77 0.10 +D+0.60W Span # 1 1 4.650 1.88 20.77 0.09 +D+0.750Lr+0.750L+0.75OW Span # 1 1 4.650 2.46 20.77 0.12 +0.60D+0.60W Span # 1 1 4.650 1.28 20.77 0.06 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "=' Defl Location in Span Load Combination Max. "+" Defl Location in Span D+Lr+W 1 0.0161 4.557 0.0000 0 0 0.000 25 1.9 Y 13 OS .AM-- 1 .1 05 BEAM-- -05 -1.1 BEAM—- -0.004 -0.008 -0.012 -0.016 0.91 1.84 2.77 3.70 4.63 556 6.51 7.44 Distance (ft) • • •• • 0.91 1.84 2.77 3.70 4.63 556 651 7.44 8.37 930 Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+0.7SDL.+D.75DL ■ +D+D.6DW ■ +D+D.7SDL0.7S0L+0.7SDW ■ +D.60D+6.6DW 0.65 1.58 2.70 3.63 456 5.67 6.60 7J2 8.65 Distance (ft) ■ DO•ty ■ D+L- ■ D+W ■ D+L-+W ■ DO -IV ■ L-O.Iy ■ WO•Iy ■ D+L- ■ D+W ■ D+L-+W 132 of 146 •W'da IUS STRtCTUILaL DESIGN' LLC CONSULTU�G ENGLNURS ', 850 _NW 146 Stmt. Suite 105, Miurd Lakes, FL 33016 T. 305.512.5%0 F. 30551_5861 R rsww.00tlmas:d.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale Florida 33009 Printed: 14 JUN 2018, 11:15AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Buik1:6.11.6.23, Ver.6.11.6.23 Description : MEDITATION ROOM- CONCRETE BEAMS @ R137 (LATERAL) Material' Properties _ - Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc1�2 ' 7.50 = 530.33 psi Shear : 0.750 yr Density = 145.0 pcf 01 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi - fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi • • E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD Span=9.30 ft Cross Section Reinforcing Details �� "" " • • • • _& Rectangular Section, Width =10.0 in, Height = 8.0 in ";": •• ` Span#1 Reinforcing.... '"0:` 245 at 2.50 in from Bottom, from 0.0 to 9.30 ft in this span 245 at 2.50 in from Top, from 0.0 t4l.3Qfti� this span '. Applied Loads_ Service loads entered. Load Factors will to applied for carlculations. Load for Span Number 1 • • • •' •"' Uniform Load : W = 0.0560 ksf, Tributary Width = 8.0 ft " ` * • • DESIGN SUMMARY I t • • • Maximum Bending Stress Ratio = 0.221 : 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mu: Applied 3.633 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 16.432 k-ft Max Downward Total Deflection 0.045 in Ratio = 2493 Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 4.650ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia _ Phi'Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2- #5 @ d=5.5",2- #5 @ d=2.5", 16.43 16.43 426.67 82.28 82.28 Vertical Reactions - Unfactored i Support notation: Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 2.083 2.083 W Only 2.083 2.083 _Shear Stirrup_Requirements , Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 4.650 3.63 16.43 0.22 Span # 1 1 4.650 3.63 16.43 0.22 +D+L 133 of 146 Span # 1 1 4.650 3.63 16.43 0.22 Title: 1234 Alejandro Job # Dsgnr: JS STRL;CYUkA.L DESIGN LLC Project Desc.: Residence House Addition, New Cabana and New Meditation House CONSCLTL�G E.vGIENTERS tI S50 XW 146Street. Suite 305.'-Wu i Lakes.FL 33016 3060 .51_.58F. 30s 51_ 3861 Project Notes mssaotiz.ssde.ta Hallandale, Florida 33009 Printed: 14 JUN 2018, 11:15AM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Gaits\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver6.11.6.23 Description : MEDITATION ROOM- CONCRETE BEAMS @ RB7 (LATERAL) Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi`Mnx Stress Ratio +D+Lr Span # 1 1 4.650 3.63 16.43 0.22 +D+0.750Lr+0.750L Span # 1 1 4.650 3.63 16.43 0.22 +D+0.60W Span # 1 1 4.650 2.91 16.43 0.18 +D+0.750Lr+0.750L+0.75OW Span # 1 1 4.650 3.63 16.43 0.22 +0.60D+0.60W Span # 1 1 4.650 2.91 16.43 0.18 Overall Maximum Deflections - Unfactored Loads _ Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 OR .''.. BEAM--->• • -0.8 .1.6 Poo* • • • P••• • • 0.91 1.84 2.77 390 4.63 556 651 Mtance (ft) sees • • sees•• sees• ■ +D • +D+l • +D+L- • +D+0.750L-+0.75 DL • +D+D.6DW • +D+0.7S0L-+0.7S0L+0.75DW • +0.60-D+0.60W • • • • •• -s! sees sees" 0.91 1.84 2.77 3.70 4.63 556 651 7.44 Mtance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+D.7SDL-+D.75DL ■ +D+0.6DW ■ +D+D.7S0L-+D.7S0L+6.7S6W ■ +0.60D+0.60W 8.37 930 0.65 1.58 2.70 3.63 456 5.67 6" 7.72 SAS 930 dstance (ft) ■ W oly 134 of 146 ' IL S STRU CTLRAL DESIGN LLC CONSITMG ENGLNEERS 73-4 N'NC 146 street, Suite 303, 31ia,m Lakes, FL 33016 F. 305.51? 5860 F. 305;1: i961 • ww.r.o.rimassd.com Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018. 4:39PM Steel Column File:Z:\Projects\OPTIMUS-PROJECTSN234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC. 1983-2011,Build:6.11.6.23, Ver:6.11.6.23 Description : MEDITATION -STEEL COLUMN FOR R66 `_ General Information Steel Section Name: HSS8x8x1/4 Analysis Method: FBC-2014 ASD Steel Stress Grade Fy : Steel Yield 36.0 ksi E : Elastic Bending Modulus 29,000.0 ksi Load Combination: Allowable Stress Calculations Der AISC 360-05, IBC 2009, CBC 2010, ASCE 7-05 Overall Column Height 8.0 ft Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 206.56 Ibs ' Dead Load Factor AXIAL LOADS ... ROOF LOADS: Axial Load at 8.0 ft, D = 2.890, LR=1.833, W =1.710 k BENDING LOADS ... Lat. Uniform Load creating Mx-x, W = 0.5320 k/ft Lat. Uniform Load creating My-y, W = 0.2820 k/ft DESIGN SUMMARY Bending 8t Shear Check Results .""• PASS Max. Axial+Bending Stress Ratio = 0.1514 : 1 Maximum SERVICE Load Reactions.. • • • • • "";' Load Combination +D+0.75OLr+0.750L+0.75OW Top along X-X • •1•?28:k • • • • ' Location of max. above base 3.973 ft At m im m Infirm ".Line .rn Bottom along• • • . X-X . �.'L •k .. • • • • • • Pu : Axial Pn / Omega: Allowable Mu-x : Applied Mn-x / Omega: Allowable Mu-y : Applied Mn-y / Omega: Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are. Vu : Applied Vn / Omega: Allowable Load Combination Results Load Combination 5.754 k 153.05 k -3.192 k-ft 36.826 k-ft 1.692 k-ft 36.826 k-ft 0.03627 : 1 +D+0.750 L r+0.750L+0.75OW 0.0 ft 1.596 k 44.005 k Top along Y-Y • 2.;4g k Bottom along Y-Y j b j� k Maximum SERVICE Load Deflectior5! !.• • Along Y-Y-0.02417 in •at; • • ; for load combination :W Orot • • Along X-X 0.01281 in :at* for load combination: W Only • • 4.OVif above base • 4.0 27 ft above bast. Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +D 0.020 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr 0.032 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.750Lr+0.750L 0.029 PASS 0.00 ft 0.000 PASS 0.00 ft +D+0.60W 0.120 PASS 3.97 ft 0.029 PASS 0.00 ft +D+0.750Lr+0.750L+0.750W 0.151 PASS 3.97 ft 0.036 PASS 0.00 ft +0.60D+0.60W 0.116 PASS 3.97 ft 0.029 PASS 0.00 ft Maximum Reactions - Unfactored _� Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 3.097 k Lr Only k k 1.833 k W Only -1.128 1.128 k 2.128 -2.128 k 1.710 k D+Lr k k 4.930 k D+W -1.128 1.128 k 2.128 -2.128 k 4.807 k D+Lr+W -1.128 1.128 k 2.128 -2.128 k 6.640 k Maximum Deffections for Load -Combinations Unfactored Loads I Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 135 of 146 • ' 1US STR1'CTLR-1L DESIGN LLC CO\SLLTL;G ENGL\URS 7850 -NNV 146 Street, Suite 305, NE-6 Lak,%FL 33016 T. 105 iL'.SS60 F. 305.51. 5961 � ,ew.unnm,,.a.cnm Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 12 JUN 2018, 4:39PM Steel Column File:ZAProjectslOPTIMUS-PROJECTS11234Aleiandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : MEDITATION -STEEL COLUMN FOR RB6 MMa Imum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0128 in 4.027 ft -0.024 in 4.027 ft D+Lr 0.0000 in 0.000 It 0.000 in 0.000 ft D+W 0.0128 in 4.027 ft -0.024 in 4.027 ft D+Lr+W 0.0128 in 4.027 ft -0.024 in 4.027 ft Steel SectionProperties_:_HSS8x8x1l4 ------- -I Depth = 8.000 in xx = 70.70 in^4 J = 111.000 in^4 Web Thick = 0.000 in S xx = 17.70 in^3 Flange Width = 8.000 in R xx = 3.150 in Flange Thick = 0.250 in Area = 7.100 in^2 Iyy = 70.700 inA4 Weight = 25.820 plf S yy = 17.700 inA3 R yy = 3.150 in Ycg 0.000 in X • •••••• • • • _ ��• ' M-x Loads M-Y Loads i •• •• I •• • d •••• •••••• • •••• •••••• • Loads are total entered value. Arrows do not reflect absolute direction. 136 of 146 ' IIIS STRUCTURAL DESIGN LLC CONSUMG ENGr�TERS 7S50 Nlc 146 Street. Suite 30 NE—i Lakes. FL 33016 T. 30<.51: M0 F. 305.91: 5861 - aww.00tivscd.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33OU9 Printed: 12 JUN 2018, 4 44PM Concrete Beam File:ZAProjects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : RC Slab -MEDITATION ROOM-2WAY SLAB Material Properties �� Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 r f= fct12 * 7.50 = 530.33psi Shear: 0.750 yi Density = 145.0 pcf R 1 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD Span=14.0 ft • • Cross Section & Reinforcing Details ' • • • • • • • • • • • _ Rectangular Section, Width =16.0 in, Height = 6.0 in • • • • • • 0000 ""' Span #1 Reinforcing.... ...• 2-#5 at 1.50 in from Bottom, from 0.0 to 14.0 ft in this span 2-#5 at 1.50 in from Top, from 0.0 to;4.0.it.iithis spa: """ Applied Loads _ �� • • • • Service loads entered. Load Factors wilbp applied for calculations. •. • o Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.343: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.048 in Ratio = 3487 Mu: Applied 4.486 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 13.064 k-ft Max Downward Total Deflection 0.145 in Ratio = 1160 Load Combination +D+L Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 7.000ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia____ k-ft ) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 2-#5 @ d=4.5",2-#5 @ d=1.5", 13.06 13.06 288.00 57.49 57.49 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.282 1.282 D Only 0.909 0.909 L Only 0.372 0.372 D+L 1.282 1.282 Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 7.000 4.49 13.06 0.34 137 of 146 +D • ICES STRCCTIJUL DESIG% LLC CONSUT_TL GE-\Gr�TERS 73SO NW 146 Street, Suite 305, Miami Lakes, FL 33916 T. 30.<.S1:r860 F. 30S-51_.5861 Lr _11thatts•d.cem Hallandale, Florida 33009 Concrete Beam Description : RC Slab -MEDITATION ROOM-2WAY SLAB Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 12 JUN 2018, 4:44PM File: Z:1Projects\OPTIMUS-PROJECTS11234 Alejandro\Calcs\EnerCalc11234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver6.11.6.23 Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max Phi'Mnx Stress Ratio Span # 1 1 7.000 3.18 13.06 0.24 +D+L Span # 1 1 7.000 4.49 13.06 0.34 +D+Lr Span # 1 1 7.000 3.18 13.06 0.24 +D+0.750Lr+0.750L Span # 1 1 7.000 4.16 13.06 0.32 +D+0.60W Span # 1 1 7.000 3.18 13.06 0.24 +D+0.750Lr+0.750L+0.750W Span # 1 1 7.000 4.16 13.06 0.32 +0.60D+0.60W Span # 1 1 7.000 1.91 13.06 0.15 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.1448 7.140 0.0000 0.000 4.6 at • 3.4 23 u 1.1 13 OJ BEAM-- -0.7 5W M W- 0 ' M__M" IMF 137 2.77 4.17 5.57 6.97 8.37 9J7 11.17 1257 13.97 Distance (it) ■ +D ■ +D+L ■ +D+L. ■ +D+0.7SOL-+0.7SOL ■ +D+0.6DW • +D+0.7SDL,+D.750L+0.7SDW ■ +D.60D+0.66W 0.98 238 3J8 5.19 658 7.98 938 10.78 12.19 Distance (Ft) ■ 00"ly ■ D+L ■ DO -IV ■ LO•ly ■ D+L 13.58 OEM- MEMO MINOR W M to so W�__ "o- `1 W�-q* " I NS' a - NMI 1,10 Wa. -, 2 MP • • • 1.37 2.77 4.17 5.57 6.97 8.37 917 • • •1L1Z • 125) 13.97 • • Distance (Ft) • • • 000000 ■ +D ■ +D+L ■ +D+L- ■ +D+0.7SDL.+0.7S0L ■ +0+0.60W ■ +D+0.7SDL� 0.7SDL+D.7SDW ■ +D.6DD+D.6DW • • • • • • •••• • 138 of 146 I1US STRCCTL"R.0 DESIGN- LLC CO\SLZTr�G E.NGLN'EERS 7850 NNV 146 Street. Suite 30�. Miami lakes. TL 33016 T. 30�R1__+860 F.30';51: =861 awm.00din- l.e*m Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale Florida 33009 Printed: 13 JUN 2018, 10:31AM Concrete Beam File:Z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983-2011, Build:6.1t.6.23, Ver.6.11.6.23 Description : GB -multi -span -MEDITATION ROOM-1 Material Properties �� Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc = 5.0 ksi Phi Values Flexure: 0.90 fr = fc1� * 7.50 = 530.33 psi Shear: 0.750 • • • W Density = 145.0 pcf (31 = 0.80 X LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi " E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination EBC-2014 ASD Span=9.10 ft _Cross Section & R'einforcmg Details- ' r_ Rectangular Section, Width = 14.0 in, Height = 20.0 in Span=9.10 ft• • • • . • • • • • •• . 0*0 Span#1 Reinforcing.... ...•. 345 at 2.50 in from Bottom, from 0.0 to 9.10 ft in this span 345 at 2.50 in from Top, from 0.0 toi..10 it .4.this spay • • • • • • • • • Span #2 Reinforcing.... • 0• 345 at 2.50 in from Bottom, from 0.0 to 9.10 ft in this span 345 at 2.50 in from Top, from 0.0 to %Q ft in:his span .. • • • Applied Loads Service loads entered. Load Factors will be applied fdr cNlculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof vertical) Uniform Load: D = 0.0650 ksf, Tributary Width = 8.0 ft, (wansory wall) Uniform Load : D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor Loads) Load for Span Number 2 Uniform Load : D = 0,030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 9.0 ft, (Roof Vertical) Uniform Load: D = 0.0960 ksf, Tributary Width = 9.0 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 9.0 ft, (Floor) Uniform Load: D = 0.0650 ksf, Tributary Width = 8.0 ft, (MANSORY) DESIGN SUMMARN Maximum Bending Stress Ratio = 0.393: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.001 in Ratio = 101793 Mu: Applied -29.216 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 74.268 k-ft Max Downward Total Deflection 0.005 in Ratio = 22977 Load Combination +D+0.750Lr+0.750L+0.750W Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 0.000ft Span # where maximum occurs Span # 2 Cross Section Strength &,Inertia , - Phi*Mn (k-ft) Moment of Inertia ( in14 j Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 3-#5 @ d=17.5",3-#5 @ &2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Section 2 3-#5 @ d=17.5",3-#5 @ d=2.5e, 74.27 74.27 9,333.33 1,517.30 1,517.30 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 9.524 31.747 9.524 139 of 146 D Only 7.374 24.581 7.374 Title : 1234 Alejandro Job # •lill "S STRL-CTUIUL DESIGN LLC Dsgnr. CONSLLTL;G ENGIENTERS Project Desc.: Residence House Addition, New Cabana and New Meditation House 78c0 NW 146 Street. Suite 30-, Miami Lakes, FL 33016 T. U.S860 F.30S.5125861 Project Notes ,r..outiau.ssd.con Hallandale, Florida 33009 Printed: 13 JUN 2018, 10:31AM Concrete Beam File: Z:\Projects\OPTIMUS-PROJECTS\1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver6.11.6.23 Description : GB -multi -span -MEDITATION ROOM-1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Lr Only 0.921 3.071 0.921 L+Lr 2.150 7.166 2.150 W Only 0.860 2.866 0.860 D+Lr 8.296 27.652 8.296 D+L 8,603 28.676 8.603 D+L+Lr 9.524 31.747 9.524 D+W 8.234 27.447 8.234 D+L+W 9.463 31.542 9.463 D+Lr+W 9.156 30.518 9.156 Shear Stirrup Requirements Between 0.00 to 8.36 ft, Vu < PhiVG2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Between 8.41 to 9.79 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.5.1, use stirrups spaced at 8.000 in Between 9.84 to 18.16 ft, Vu < Phvc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces &Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft) 0000 • Segment Length Span # in Span Mu: Max Phi-Mnx Stress Ratio • • • • • • • • • • 0 • MAXimum BENDING Envelope • . • • • • • • Span # 1 1 9.057 -28.52 74.27 0.38 •••••• • ' • •••• • •• • •• Span # 2 2 9.100 -29.22 74.27 0.39 • • +,D 000000 • • • • • • • • Span # 1 1 9.057 -21.84 74.27 0.29 0090 • • • • • Span #2 2 9.100 -22.37 74.27 0.30 •••••• : ••••• ••••• Span 1 9.057 -25.48 74.27 0.34 :••: ••••• • '••• •••�•• Span #2 2 9.100 -26.09 74.27 0.35 •• •' • +D+Lr •.•••. • • • Span # 1 1 9.057 -24.57 74.27 0.33 ; ; • • • • • • • • Span # 2 2 9.100 -25.16 74.27 0.34 •••••• • • • +D+0.750Lr+0.750L : • • • •' • •' • Span # 1 1 9.057 -26.61 74.27 0.36 • • • 000000 Span # 2 2 9.100 -27.26 74.27 0.37 • • • +D+0.60W Span # 1 1 9.057 -23.37 74.27 0.31 Span # 2 2 9.100 -23.93 74.27 0.32 +D+0.750Lr+0.750L+0.75OW Span # 1 1 9.057 -28.52 74.27 0.38 Span # 2 2 9.100 -29.22 74.27 0.39 +0.60D-460W Span # 1 1 9.057 -14.63 74.27 0.20 Span # 2 2 9.100 -14.99 74.27 0.20 Overall Maximum Deflections - Unfactored Loads Load Combination Span T _ Max. "= Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+Lr 1 0.0048 3.792 0.0000 0.000 D+L+Lr 2 0.0048 5.308 0.0000 0.000 17 .30 1.73 3.55 537 7.19 0.97 10.70 1252 1430 16.12 17.94 Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+0.7S0L-D.7S0L ■ +D+0.60W ■ +D+0.7S0L-+0.7S0L+0.7SDW • +0.6DD+0.6DW 140 of 146 • iGS STRti CTUKA L DESIG\ LLC CONSLTMG L GL\URS 7850 SR' 146 Street, Suite 30S ]Baud Lakes, FL 33016 I.10� SL•5060 F. 305.51_' 5861 • wwsr.oDtimu^d.mm . . . . . . . . . . . . . . . . . . . . . F Concrete Beam Description : GB -multi -span -MEDITATION ROOM-1 16 8 .Y.. BEAM --a> -e -16 BEAM—. .OA012 c-0.0024 s -0 A036 .0.00" Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 13 JUN 2018, 10:31AM 1234 Alejandro\Calcs\EnerCalc\1234branger.ec6 INC.1983-2011, Build:6.11.6.23, Ver:6.11.6.23 1.73 3.55 S.37 7.19 837 10.70 1252 1430 Distance (ft) ■ +D ■ +D+L ■ +D+L- ■ +D+D.75DL,+D.75DL ■ +D+D.6DW i +D+D.75DL-+D.7SDL+0.7SDW • +0.60D+D.6DW 16.12 17.94 ZZ —M "I'o, A00 NNEEEMEEEI"_� E&WRNMEWMEEME'E"",M_EN®! W313"71�.�M®E a.si a.�a a.aa i.ra a.o w.ii acaa A� � � � ao.e+ - �. • Distance (ft) • • • • • • • • • ■ DO -IV ■ D+L- ■ D+L ■ D+L+L. ■ D+W ■ D+L+W ■ D+L.+W ■ DO.Iy ■ LO•ty ■ L-0-ty • L+L• ■ WO -IV ■ D+L, ■ D+L ■ D+L+L•l D+W •.+L+W ■S+LAW • •••• • •• ••••• •••••• •••• ••••• • • • • •• •• •••• •••••• • •••••• • • • • • • •••••• 141 of 146 6 IITS STRtiCTLTRAL DESIGN LLC CO\SL-LTL�G ENGL\TERS 850 N W 1J6.Stceet. Soil, 303. 3liami Lakes. FL 33616 T. 30<.112.5860 F. 30e 511-5861 � nmr.00Nmassd.com Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Hallandale, Florida 33009 Printed: 13 JUN 2018, 10 32AM Concrete Beam File:ZAProjectsQPTIMUS-PROJECTS11234AlejandrolCalcs\EnerCalc11234branger.ec6 ENERCALC, INC. 1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : GB -multi -span -MEDITATION ROOM-2 Material Properties r. _ -� Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 fc 1/2 = 5.0 ksi Phi Values Flexure: 0.90 fr = fc * 7.50 = 530.33 psi Shear : 0.750 • • • W Density = 145.0 pcf R 1 = 0.80 k LtWt Factor = 1.0 Elastic Modulus = 4,030.51 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # = # 3 Number of Resisting Legs Per Stirrup = 2 Load Combination FBC-2014 ASD apan=o.0 n apan=u.uu Ti • e3pan-um n ------- ------ Cross Section & Reinforcing Details i • • • • • • • • • • Rectangular Section, Width =14.0 in, Height = 20.0 in • • • • • • • 0000 Span #1 Reinforcing.... • • • • • • 0• 345 at 2.50 in from Bottom, from 0.0 to 8.0 ft in this span 345 at 2.50 in from Top, from 0.0 to 2.0 ft in Is span: • • • Soso:* Span #2 Reinforcing.... 0 0 • 345 at 2.50 in from Bottom, from 0.0 to 8.0 ft in this span 345 at 2.50 in from Top, from 0.0 to a.Q glr tgis span • • • • • Span #3 Reinforcing.... ' *0 •' 345 at 2.50 in from Bottom, from 0.0 to 8.0 ft in this span 345 at 2.50 in from Top, from 0.0 to 8.0 ft in this span Applied Loads �® Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 4.60 ft, (Roof vertical) Uniform Load : D = 0.0960 ksf, Tributary Width = 4.60 ft, (Concrete Slab) Uniform Load: D = 0.0250, L = 0.040 ksf, Tributary Width = 4.60 ft, (Floor Loads) Load for Span Number 2 Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 4.60 ft, (Roof Vertical) Uniform Load : D = 0.0960 ksf, Tributary Width = 4.60 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 4.60 ft, (Floor) Load for Span Number 3 Uniform Load : D = 0.030, Lr = 0.030, W = 0.0280 ksf, Tributary Width = 4.60 ft, (Roof Vertical) Uniform Load: D = 0.0960 ksf, Tributary Width = 4.60 ft, (Concrete Slab) Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 4.60 ft, (Floor Loads) DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.125: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mu: Applied -9.251 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn * Phi: Allowable 74.268 k-ft Max Downward Total Deflection 0.002 in Ratio = 62712 Load Combination +D+0.750Lr+0.750L+0.75OW Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 0.000ft Span # where maximum occurs Span # 3 Cross Section Strength & Inertia Phi*Mn (k-ft) Moment of Inertia (in'14 ) Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr - Btm Tension Icr - Top Tension Section 1 3- #5 @ d=17.5",3- #5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1517.30 Section 2 3- #5 @ d=17.5',3- #5 @ d=2.5', 74.27 74.27 9,333.33 1,517.30142 of 14417.30 Section 3 3- #5 @ d=17.5",3- #5 @ d=2.5", 74.27 74.27 9,333.33 1,517.30 1,517.30 Title: 1234 Alejandro Job # • • ILLS STRUCTURAL DESIGN LLC Dsgnr: C0\SCLTL;G E`GLN-EERS Project Desc.: Residence House Addition, New Cabana and New Meditation House 78-0 NIV 146 Street. Suite 305. Miand Lakes, FL 33016 T. 30= s1_ 5360 F. 30S513.5861 Project Notes rt nsrs.00Nmus;d.ca® Hallandale, Florida 33009 Printed: 13 JUN 2018. 10:32AM Concrete Beam File: ZAProjects\0PTIMUS-PROJECTS11234 Alejandro\CakslEnerCalc11234branger.ec6 ENERCALC, INC. 1983-2011, Build:6.11.6.23, Ver:6.11.6.23 Description : GB -multi -span -MEDITATION ROOM-2 T Vertical Reactions - Unfactored -I Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.052 12.050 12.050 4.052 D Only 3.047 9.062 9.062 3.047 L Only 0.574 1.707 1.707 0.574 Lr Only 0.431 1.281 1.281 0.431 L+Lr 1.005 2.988 2.988 1.005 W Only 0.402 1.195 1.195 0.402 D+Lr 3.478 10.343 10.343 3.478 D+L 3.621 10.769 10.769 3.621 D+L+Lr 4.052 12.050 12.050 4.052 D+W 3.449 10.257 10,257 3.449 D+L+W 4.023 11.965 11.965 4.023 D+Lr+W 3.880 11.538 11.538 3.880 Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc12, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) • • • • Segment Length Span # in Span Mu: Max Phi"Mnx Stress Ratio • • • "' • • • • : • MAXimum BENDING Envelope • • . • • • Span # 1 1 7.933 -8.83 74.27 0.12 • • • • • • • • • ""' • Span # 2 2 8.000 -9.25 74.27 0.12 • ..:.. • • • • • • • Span # 3 3 16.800 -9.25 74.27 0.12 • . : 0000 • • • Span # 1 1 7.933 -6.56 74.27 0.09 • • •' • • • • • • • • Span #2 2 8.000 -6.87 74.27 0.09 ••..•• •••• ••••' Span #3 3 16.800 -6.87 74.27 0.09 ..'.•• •....• •••••• • Span # 1 1 7.933 -7.79 74.27 0.10 : • • : • : • • • Span #2 2 8.000 -8.17 74.27 0.11 • • 900000 •••••• Span # 3 3 •16.800 -8.17 74.27 0.11 • • • ; 0 0 * 0 j +D+Lr • • . • : . • • • Span # 1 1 7.933 -7.48 74.27 0.10 ' • •' . • Span # 2 2 8.000 -7.84 74.27 0.11 Span # 3 3 16.800 -7.84 74.27 0.11 +D+0.750Lr+0.750L Span # 1 1 7.933 -8.18 74.27 0.11 Span # 2 2 8.000 -8.57 74.27 0.12 Span # 3 3 16.800 -8.57 74.27 0.12 +D+0.60W Span # 1 1 7.933 -7.08 74.27 0.10 Span # 2 2 8.000 -7.42 74.27 0.10 Span # 3 3 16.800 -7.42 74.27 0.10 +D+0.750Lr+0.750L+0.75OW Span # 1 1 7.933 -8.83 74.27 0.12 Span # 2 2 8.000 -9.25 74.27 0.12 Span # 3 3 16.800 -9.25 74.27 0.12 +0.60D+0.60W Span # 1 1 7.933 -4.45 74.27 0.06 Span # 2 2 8.000 -4.67 74.27 0.06 Span # 3 3 16.800 -4.67 74.27 0.06 Overall Maximum Deflections_- Unfactored Loads_T Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Defl Location in Span D+L+Lr 1 0.0015 3.400 D+L+Lr -0.0000 8.220 D+L+Lr 2 0.0006 4.620 D+L+Lr -0.0000 0.660 D+L+Lr 3 0.0015 4.600 0.0000 0.660 143 of 146 • US STRti CTiRAL DESIGN LLC CO\SL-LTLN'G ENGLNTXRS 78SO'lV 146 Street. Suit. W. Mi-d Later, FL 33016 7. 30SSL'.3860 F.IOt 511i861 . s.00timus•d.cem . . . . . . . . . . . . . . . . . . . . . F Concrete Beam Description : GB -multi -span -MEDITATION ROOM-2 7 3 BEAM- BEAM--r -0.0004 -0.0008 0 -OA012 .0.0016 Title : 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House Project Notes : Printed: 13 JUN 2018. 10:32AM 234 Alejandro\Calcs\EnerCalc11234branger.ec6 INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 2.40 4.93 7.40 9.83 12.33 14.82 17.20 15.73 22.20 24.80 DistwKe (ft) ■ +D ■ +D+L ■ +D+L. ■ +D+0.75DL.+D.75DL ■ +D+D.6DW ■ +D+D.7S5L-+D.7S0L+0.7SOW ■ +5.6DD+0.60W I I -�;-n I I I 2.40 4.93 7.40 9.83 12.33 14.82 • U.20 • • arm • 22.25 4 R04 Distance (ft) • • • • • • • ■ +D ■ +D+L ■ +D+L- • +D+D.75DL.+0.75DL ■ +D+D.6DW ■ +D+D. 750L•+D.7SDL+D.7SDW ■ +D.6OD+0.6D%W • • • - 0000 • • • ; 9.1111, Mo KAMEWWMMW� IN PKAIr W MM 1.80 420 6.60 8.66 10.86 13.50 16.14 0.00 19.40 21.80 2420 Distance (ft) ■ DO.Iy ■ D+L- ■ D+L ■ D+L+L. ■ D+W ■ D+L+W • D+L-+W ■ DO•ly ■ LO.Iy ■ L-O•Iy ■ L+L- • W O•ly ■ D+L- ■ D+L ■ D+L+L- • D+W ■ D+L+W ■ D+L.+W • • • 144 of 146 Title: 1234 Alejandro Job # • • ILTS STRUCTURAL DESIGN LLC Dsgnr: COXSGLTD�G ENGLNURS Project Desc.: Residence House Addition, New Cabana and New Meditation House 7850 sly' 146 Stmt. Suite 305, Miami Lakes, FL 33016 512.5860 F.30551: $861 Project Notes mew.00timassd.rom Hallandale, Florida 33009 Printed: 14 JUN 2013. 10:42AM Masonry Slender Wall File:z:\Projects\OPTIMUS-PROJECTS\1234Alejandro\Calcs\EnerCalc\1234branger.ec6 y ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : Typ. Mansory Wall General Informat on f Calculations per ACI 530-OBIMSJC 2009 Sec. 3.3.5, IBC 2009, CBC 2010, ASCE 7-05 Construction Type: Grouted Hollow Concrete Masonry Pm = 1.50 ksi Nom. Wall Thickness 8 in Temp Diff across thickness = deg F Fy - Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out -of -plane Defl Ratio = 150.0 Fr - Rupture = 61.0 psi Rebar "d" distance 3.750 in Minimum Vertical Steel % = 0.0020 Em = f m * = 900.0 Lower Level Rebar ... Max % of P bal. = 0.50 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 24.0 in Block Weight Normal Weight Wall Weight = 61.0 psf Wall is grouted at rebar cells only - One -Story Wall Dimensions T - T - -° A Clear Height = 8.0 ft T B Parapet height = fit B Wall Support Condition Top 8 Bottom Pinned - Roof Attachment • • • • • A •.•• . • ••.. • • • • ••.•*0 • • Floor Attachment i • i • • • • • • Lateral Loado • • • • ' Full area WIND load 65.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral WAIT Weight Fp 1.0 = 0.0 Psf Seismic Wall Lateral Load psf DESIGN SUMMARY Results reported for "Strip Width" of 12.0 in Governing Load Combination ... Actual Values ... Allowable Values ... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.3209 +0.90D+1.60W Max Mu 0.8334 k-ft Phi * Mn 2.597 k-ft PASS Service Deflection Check Min. Defl. Ratio 1,400.64 Max Allow Ratio 150.0 D + L + W + S/2 Max. Deflection 0.06854 in Max. Allow. Defl. 0.640 in PASS Axial Load Check Max Pu / Ag 7.299 psi 0.06 * fc 300.0 psi +1.40D at 2.67 to 2.93 PASS Reinforcing Limit Check Controlling As/bd 0.003333 As/bd = 0.50 rho bal 0.005345 +1.40D PASS Minimum Moment Check Mcracking 0.4715 k-ft Minimum Phi Mn 2.491 k-ft +1.40D Maximum Reactions ... for Load Combination.... Top Horizontal D + L + W + S/2 0.2602 k Base Horizontal W Only 0.260 k Vertical Reaction D + L + S + W/2 0.4880 k Design Maximum Combinations - Moments Axial Load Moment Values 0.6 ` Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Eff As Ratio rho bal k k k-ft k-ft k-ft in^2 in^2 +1.40D at 2.67 to 2.93 0.455 18.720 0.47 0.00 0.90 2.71 0.155 0.163 0.0033 0.0053 145 of 146 ' T I STRUCTUFLU DESIGN LLC CON'SITMG ENGLNEERS 7350.N W 146 Street. Suite 30F. Miami Laker. FL 33016 T. 30R5125360 F. 30F.M M1 A gFTt.ODt1m�TTd.Ht• Masonry Slender Wall Description : Typ. Mansory Wall Design Maxim_ um Combinations - Moments _ Axial Load Load Combination Pu 0.06*fc*b*t k k +1.20D+0.50Lr+1.60L at 2.67 to 2.93 0.390 18.720 +1.20D+1.60L+0.50S at 2.67 to 2.93 0.390 18.720 +1.20D+1.60Lr+0.50L at 2.67 to 2.93 0.390 18.720 +1.20D+1.60Lr+0.80W at 3.73 to 4.00 0.312 18.720 +1.20D+0.50L+1.60S at 2.67 to 2.93 0.390 18.720 +1.20D+1.60S+0.80W at 3.73 to 4.00 0.312 18.720 +1.20D+0.50Lr+0.50L+1.60W at 3.73 to 4.00 0.312 18.720 +1.20D+0.50L+0.50S+1.60W at 3.73 to 4.00 0.312 18.720 +1.20D+0.50L+0.20S+E at 2.67 to 2.93 0.390 18.720 +0.90D+1.60W at 3.73 to 4.00 0.234 18.720 +0.90D+E at 2.67 to 2.93 0.293 18.720 Desi n Maximum Combinations - Deflections Title: 1234 Alejandro Job # Dsgnr: Project Desc.: Residence House Addition, New Cabana and New Meditation House. Project Notes : Printed: 14 JUN 2018. 10:42AM \\ File: ZAProjects\0PTIMUS-PR0JECTS\1234 Alejandro\Ca1s\EnerCa1c\1234brangecec6 ENERCALC, INC.1983-2011. Build:6.11.6.23, Ver:6.11.6.23 Moment Values Mcr Mu Phi Phi Mn k-ft k-ft k-ft 0.47 0.00 0.90 2.68 0.47 0.00 0.90 2.68 0.47 0.00 0.90 2.68 0.47 0.42 0.90 2.64 0.47 0.00 0.90 2.68 0.47 0.42 0.90 2.64 0.47 0.83 0.90 2.64 0.47 0.83 0.90 2.64 0.47 0.00 0.90 2.68 0.47 0.83 0.90 2.60 0.47 0.00 0.90 2.63 Axial Load Moment Values Load Combination Pu Mcr Mactual k k-ft k-ft D + L + Lr at 3.47 to 3.73 0.277 0.47 0.00 D + L + W at 4.00 to 4.27 0.244 0.47 0.52 D + L + W + S/2 at 4.00 to 4.27 0.244 0.47 0.52 D + L + S + W/2 at 4.00 to 4.27 0.244 0.47 0.26 D + L + S + E/1.4 at 3.47 to 3.73 0.277 0.47 0.00 D+0.5(L+Lr)+0.7W at 4.00 to 4.27 0.244 0.47 0.36 D+0.5(L+Lr)+0.7E at 3.47 to 3.73 0.277 0.47 0.00 _Reactions - Vertical & Horizontal Load Combination D Only S Only W Only E Only D+L+Lr D+L+S D+L+W+S/2 D+L+S+W/2 D+L+S+E/1.4 I gross in^4 Stiffness I cracked in^4_ 353.60 31.43 353.60 31.35 353.60 31.35 353.60 31.35 353.60 31.43 353.60 31.35 353.60 31.43 0.6 * As As Eff As Ratio rho bal n^2 in^2 0.155 0.162 0.0033 0.0053 0.155 0.162 0.0033 0.0053 0.155 0.162 0.0033 0.0053 0.155 0.160 0.0033 0.0053 0.155 0.162 0.0033 0.0053 0.155 0.160 0.0033 0.0053 0.155 0.160 0.0033 0.0053 0.155 0.160 0.0033 0.0053 0.155 0.162 0.0033 0.0053 0.155 0.159 0.0033 0.0053 0.155 0.160 0.043;0 0 0.0053 . . ..•• ....•. • • • • • Depetrg I effe(4iy� • • Deflection. • D9fl. Ratic P • • • • • ^ • in• 353.601 • • • 0.000• • • 0.0 • • 49.0149••• 0.0690 •001,400.6 ••:•"'. 49.0i4e••9 0.069•••00L400.6 ••••• 353.60 •• 0.055 ••001,740.7 ••••i• 353.6Q0- • • 0.000 ' 0.0 • • 353.00 • 0.056;••9:1r711.2 •••••• 353.6:1 .. 0.000 • 0.0 �••••• Base Horizontal Top Horizontal Vertical @ Wall Base 0.0 Ibs 0.00 Ibs 0.488 k 0.0 Ibs 0.00 Ibs 0.000 k 0.3 Ibs 0.26 Ibs 0.000 k 0.0 Ibs 0.00 Ibs 0.000 k 0.0 Ibs 0.00 Ibs 0.488 k 0.0 Ibs 0.00 Ibs 0.488 k 0.3 Ibs 0.26 Ibs 0.488 k 0.1 Ibs 0.13 ibs 0.488 k 0.0 Ibs 0.00 Ibs 0.488 k 146 of 146