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RC-17-541Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 325 NE 104 Street Miami Shores, FL 33138 - Owner LUIS & CARRIE REYNOSO Permit NO. 'RC -3-17-541 Permit Type: Residential Construction nI I I Work Classification: Addition/Alteration Penn# Status: APPROVED Issue Date 6/13/2017 1 Expiration: 12/10/2017 Parcel Number 1121360130100 Block: Lot: Address 325 NE 104 Street MIAMI SHORES FL 33138-2017 Contractor(s) Phone Cell Phone PISTOS GROUP INCORPORATED (305)467-6715 In Review LUIS & CARRIE REYNOSO Valuation: $ 70,566.00 Total Sq Feet: 921 Date Approved:: In Review Date Denied: Type of Construction: NEW ADDITION AT FRONT AND RE Occupancy: Single Family Stories: Exterior: Front Setback: Rear Setback: Left Setback: Right Setback: Bedrooms: Bathrooms: Plans Submitted: Yes Certificate Status: Certificate Date: Additional Info: NEW ADDITION AT FRONT AND RE Fees Due Amount Bond Type - Owners Bond $500.00 CCF $42.60 CO/CC Fee $50.00 DBPR Fee $31.76 DCA Fee $31.76 Education Surcharge $14.20 Notary Fee $5.00 Permit Fee $2,116.98 Plan Review Fee (Engineer) $160.00 Plan Review Fee (Engineer) $0.00 Plan Review Fee (Engineer) $120.00 Preliminary Plan Review $200.00 Preliminary Plan Review $200.00 Scanning Fee $69.00 Technology Fee $56.80 Total: $3,598.10 Classification: Residential Pay Date Pay Type Amt Paid Amt Due I Invoice # RC -3-17-63125 03/29/2017 Credit Card 06/13/2017 Credit Card Bond #: 3431 $ 360.00 $ 3,238.10 $ 3,238.10 $ 0.00 Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Building Review Building Review Building Review Plumbing Review Electrical Review Structural Review Structural Review Mechanical F. Termite Letter F. Elevation Certificate Review Planning Review Planning Declaration of Use In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans, drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL, PLUMBING, MECHANICAL, WINDOWS, DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that al foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construdfioo and zonin t orize the above-named contractor to do the work stated. June 13, 2017 Au rized gn caner / &fipcant / Contractor / Agent Date ui din a ment y June 13, 2017 1 BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 7Y: V -r MAR2017 --( FBC 201W Master Permit No.P-4—^ —51-41 Sub Permit No. 7N BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [-]RENEWAL F-1 PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 325 NE 104 Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11-2136-013-0100 Is the Building Historically Designated: Yes NO X Occupancy Type: R-3 Load: Construction Type: V Flood Zone: X BFE: - FFE: 12.10 OWNER: Name (Fee Simple Titleholder): Luis and Carrie Reynoso Address: 325 NE 104 Street City: Miami Shores Tenant/Lessee Name: Email: luis@reynosolawpa.com Phone#: -3(E 15iG State: FL Zip: 33138 Phone#: CONTRACTOR: Company Name: „S7;'5 4,00'e A _7 G Phone#: -30S z16 -7i -6 "3/S- Address://� Al/L- City: &q s,e!'iA. _s State: jl:L Zip: -3-3>o Qualifier Name: '&AEry Phone#: 3c2;r- L/� /J — State State Certification or Registration #: cel S/ YO S/ Certificate of Competency #: DESIGNER: Architect/Engineer: Robert J Lara AIA Phone#: 754-264-4773 Address: 8450 SW 201 ST City: Cutler Bay State: FL Zip: 33189 Value of Work for this Permit: $*"0 � , 70 5&(0 y Square/Linear Footage of Work: 921 Type of Work: X Addition ❑■ Alteration ❑ New Description of Work: New Addition at Front and Rear of residence. C N Specify color color of color thru the: ❑ Repair/Replace ❑ Demolition Submittal Fee $ Permit Fee $ 2 CJ CCF $ 4 2 y 6y co/cc$ Scanning Fee $ (09', 00 Radon Fee $ 3 DBPR $ 31 Jb Notary $ rj Q Technology Fee $ , • U� Training/Education Fee $ l �0 Double Fee {$ --�� Structural Reviews $ �� Q (� , � Bond $ JW , TOTAL FEE NOW DUE $ 2- � O (Revised02/24/2014) n ri\ Bonding Company's Name (if applicable) N/A Bonding Company's Address City State Mortgage Lender's Name (if applicable) - Mortgage Lender's Address City N/A State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signat OW or AGENT The fp` egoing instrume was acknowledged beforemethis l day of i� ��u�� 20 r by i who is personally known to me or who has produced 1ur1 PL as identification and who did take an oath. r Signature —/ CONTRACTOR The foregoing instrument was acknowledged before me this 0 VQ61 20 b �� ,,..�� "" day of y i-QCQq �L--V-jCA iblE�ewho is pe sonally known to me or who has produced - ';K �- tENAs identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLI . Sign: V ' �W� Sign: Print: Print: <!:7l ND-7,>lC3 Ali ,1,,,, i k R. Camara `�.•`v',�-�".�,.'^.I�t Seal: �. @Q.•C>/�� S I:oorO�y Notary?ublicStateofFlorida ComWSSION IFF901103 ; �; 5india Alvarez EXPIRES; JuV 19, 2019 �@ My Commission FF 156750 ,,�.p•.�.••' 1§` www.AARONNOTARY.COM ofc�' Expires 0910312018 APPROVED BY Plans Examiner Structural Review (Revised02/24/2014) CD Ih— Zoning Clerk Miami Shores Village SSSS•• Building Department .... ...... 10050 NE 2nd Ave. • y,^„s�6 ••.•.• •• • Sees% 1P ORIDA Miami Shores, FL 33138 ...:.. e 305-795-2204 / Fax 305-756-8972 • • • • ; • • • •; ...... .. . ..... NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS 5;r* JkL e • • • • e **:**a INSPECTOR UNDER THE FLORIDA BUILDING CODE. •' • • • • • • • • • • • • 1(We) have been retained by Luis Reynoso to perform special inspector services und�r the F+da: • • Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the 325 NE 104 SmT e • e e e project on the below listed structure as of 05/01/2017 (date). I am a registered ••; arch itect/professional engineer licensed in the State of Florida. Process Number: RC17-541 ✓ Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) v Miami Dade County Administrative Code, Article II Section 8.22 Special Inspector for AN a ,4, 16101 Trusses > 35 ft. long or 6 ft. high _ Steel Framing and Connections welded or bolted ✓ Soil Compaction _ Precast Attachments _ Roofing Applications, Lt. Weight. Insul. Conc. _ Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. Robert 1 Lara, RA 2, David Tan, PE 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 pro ssional ju ment those portions of the project outlined above meet the intent of the Florida Building Co and are in bstantial accordance with the approval plans. Engineer/Architect _ Name Robert J Lara, AIA Signed and Sealed Print Date: 05/01/2017 Address 8450 SW 201 ST Cutler Bay, FL 33189 RREyCFIVED �A�R �8 1019 of TI April 17, 2019 Miami Shores Village Building Department 10050 N.E. 2nd Avenue Miami Shores, Florida 33138 Ref: LUIS REINOSO 325 NE 104 ST Miami Shores, FL 33138 Dear Building official: ALL PERMITTING SERVICES 10100 SW 171 ST MIAMI FL 33157 APSLLC07@GMAIL.COM Office: (786)732-6445 Cell: (786)357-7377 AS BUILT CERTIFICATE Pursuant to the authorization of Luis and Carrie Reynoso, the owners, I conducted an inspection at the above referenced site. As per owner inform the drywall was installed on "October 28 2018 at 10:00 am" and the building code in effect was "Florida Building Code". The Methodology used to verify the as built condition was by direct observation of the elements. Forensics Inspections and Methodology: Bathrooms Drywall: • Drywall on Metal Studs: (legalized) visually inspected 1/2" thick drywall on 3 5/8" metal studs with 1 5/8" screws at 6" o.c. Drywall on CBS Wall: (legalized) visually inspected %" thick drywall on metal strip furring channel fastened to EPS part of quad -lock system (HDPE cross -ties), with 46 x 1-5/8" Type S drywall screws @ 12" o.c. • Drvwall on Ceiling: (legalized) visually inspected 1/2" thick drywall on I "x3" wood furring nailed wit 1 5/8" screws at 12" o.c. The structure "is structurally sound" and in compliance with Florida Building Code 2017 sixth edition and safe for the current specified use and continued occupancy. The structure also complies with all requirements of the current Florida Building Code, Ordinances No. 02-44 and/ or South Florida Building Code, Section 301.5(k) Amending Chapter 8-C of the Code of Miami Dade County, with the permit application approved by the Building Official, if applicable and continued occupancy. If I Could be of any further assistance to you, please feel free to contact me. 0FF •� •C, ., r' 4t4 x Timothy Schrock •• License #: AR95745 PH: 305-519-3428 ►— y s�cz A7ED JPRG� FORM R405-2014 .00 FLORIDA ENERGY EFFICIENCY CODE FOR 13UILDING:CONSTft� .'CTICAA.- •• • ... • Florida Department of Business and Professional Regulation - Residential •Per#ormafto'Metholl;L..:. 0000.. Project Name: Reynoso Addition Builder Name: • • • • 0000.. • .. . • • Street: 325 NE 104 Street Permit Office: Miami Shores Village• : • •: 0 0 0 * 0 0 00000 City, State, Zip: Miami Shores, FL, 33138 Permit Number: -- • • • • • • • 0 496660 ' Owner: Luis Reynoso Jurisdiction: 232600 • • • • • • County:: Miami -Dade (Florida Climate Zone01) Design Location: FL, Miami . .. 00: • •••000 1. New construction or existing New (From Plans) 9. Wall Types (923.6 sqft.) " ' InsulaI180 0 :Area • • a. Insulated Concrete Form, Exterior R=28.0 523.61 ft2 2. Single family or multiple family Single-family b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 1 d. N/A 10. Ceiling Types (872.0 sqft.) R= ft2 Insulation Area 5. Is this a worst case? No a. Roof Deck (Unvented) R=0.0 872.00 ft2 6. Conditioned floor area above grade (ft2) 872 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(205.2 sqft.) Description Area a. Sup: Attic, Ret: 1st Floor, AH: 1st Floor 6 3 a. U -Factor: Sgl, U=0.65 205.25 ft2 SHGC: SHGC=0.30 12. Cooling systems kBtu/hr Efficiency b. U -Factor: N/A ft2 a. Central Unit 25.4 SEER:17.00 SHGC: c. U -Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft2 a. Electric Strip Heat 25.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.073 ft. Area Weighted Average SHGC: 0.300 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (872.0 sqft.) Insulation Area EF: 0.990 a. Slab -On -Grade Edge Insulation R=0.0 872.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits CF, CV, Pstat Total Proposed Modified Loads: 39.51 PASS Glass/Floor Area: 0.235 Total Baseline Loads: 44.86 I hereby certify that thl plans and ipeCificatilons covered by Review of the plans and O� E%E ST T this calculation are in mpliance tith the Florida Energy specifications covered by this .�+ Off, Code. calculation indicates compliance with the Florida Energy Code. jar,:r '�•.:;<`;'.•;�, „ _ Before construction is completed ' PREPARED BY: for p DATE: this building will be inspected 0 j*' compliance with Section 553.908 * �' hereby certify that this building, as designed, is in compliance Florida Statutes. COD with the Florida Energy Code. We OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 P A- nnA A r Vf\IVI 1\TVJ-LV IT PROJECT • • • • Title: Reynoso Addition Bedrooms: 1 Address Ty"pe:' Strut gdctess 00 Building Type: User Conditioned Area: 872 Lot # 9.0: •' " ' "• • • • Owner: Luis Reynoso Total Stories: 1 Block/Su6ai'v sion: ' • • # of Units: 1 Worst Case: No PlatBoak: .. •0000 ' • Builder Name: Rotate Angle: 0 0000 Street: 0000 325 NE 104 Stre2t • � Permit Office: Miami Shores Village Cross Ventilation: Yes •0 County:0..00. Mjp"-Mlje --0-0 Jurisdiction: 232600 Whole House Fan: No City, Stafe, Lip: MiaMl tf ores , . • • •: • Family Type: Single-family 0000.. . . . • . FL, 033138 � 0 New/Existing: New (From Plans) 00000 0 :0.0:0 Comment: 0 . . 0 0 0 0 0. 0.0 0 0 0 CLIMATE 00 IECC Design Temp 2.5% Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range Design Location TMY Site Zone 97.5% FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Number Name Area Volume 1 Blockl 872 7263.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 872 7263.8 Yes 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1st Floor 111 ft 0 872 ft2 ____ 1 0 0 ROOF Roof Gable Roof Color Solar SA Emitt Emitt Deck Pitch Absor. Tested Tested Insul. (deg) # Type Materials Area Area 1 Gable or shed Flat tile/slate 899 ft2 108 ft2 Dark 0.9 No 0.9 No 0 14 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Unvented 0 872 ft2 N N CEILING # Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Unvented) 1st Floor 19 Batt 872 ft2 0.11 Wood 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 r/1P911A PY Anc nnAA 1 VI\IVI 1\TV�J-LV IT WALLS • • • • •its Adjacent Cavit Width Height y g SRdathifl Fra •• Solar g g' Below y Ornt To Wall Space In Type Area Y • # 1 E Exterior Insulated Concrete Form 1st Floor 28 39 7 8 4 Y 329.9 ft' • • • 9 • • 0 Y 0.5 . 0. 2 W Exterior Insulated Concrete Form 1st Floor 28 49 9 8 4 414.6 ft2 Y • �•Y Q...;.0.5 Y • 0 • 3 N Exterior Insulated Concrete Form 1 st Floor 28 21 6 8 4 YYY• 179.2 ft2 ... jl.. • 0 .... 0.5 YYY ":'do d Y - Y Y Osseo YY YYYYYY DOORS •••••. • # Ornt Door Type Space Storms U -Value Vyidth eight: Y se Area • • Ft Y Yln. Ft' In • 1 E Wood 1 st Floor None .2 .1 .1 • : i ft2 ' YY WINDOWS Orientation shown is the entered, Proposed orientation. / Wall Overhang V# Ornt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 E 1 Metal Single (Tinted) Yes 0.65 0.3 34.9 ft" 0 ft 1 in 1 ft 6 in Drapes/blinds None 2 N 3 Metal Single (Tinted) Yes 0.65 0.3 11.6 ft2 Oft 1 in 1 ft 6 in Drapes/blinds None 3 N 3 Metal Single (Tinted) Yes 0.65 0.3 18.8 ft2 0 ft 1 in 1 ft 6 in Drapes/blinds None 4 W 2 Metal Single (Tinted) Yes 0.65 0.3 66.7 ft2 3 ft 0 in 1 ft 6 in Drapes/blinds None 5 W 2 Metal Single (Tinted) Yes 0.65 0.3 53.3 ft2 3 ft 0 in 1 ft 6 in Drapes/blinds None 6 W 2 Metal Single (Tinted) Yes 0.65 0.3 20.0 ft2 3 ft 0 in 1 ft 6 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 686.2 37.67 70.84 .207 5.668 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COPA 25 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 17 25.4 kBtu/hr 825 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless 1st Floor 0.99 1 gal 60 gal 120 deg None 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FUKM K4Ub-LUi4 SOLAR HOT WATER SYSTEM 0000#0 .... FFSEC Co•Ilector ; Storoge . . • Cert # Company Name System Model # Collector Model # A6904 • • VoAyt3A ; FES • � � � � •.2..• • • None None +... . • ;0000; DUCTS • ...... .... ..... ---- Supply ---- ---- Return ---- Air � CFIv�25 CFM 25 • • •. 00 00 MI C." / �/ # Location R -Value Area Location Area Leakage Type Handler TOT V VIII QN 'RLF Heat %pol 1 Attic 6 3 ft2 1st Floor 3 ft2 Default Leakage 1st Floor (Defaults It) •.• • • TEMPERATURES a.: Programable Thermostat: Y Ceiling Fans: Cooling Jan Heating Jan Feb Feb [ j Mar ] Mar Apr Appr f jMa May Jun rl Jul Jun Jul �Xj AuSep rj Au Se (] Oct [ ]Oct rl Nov Nov Nov Dec Dec Dec Jan Feb [X] Mar [X] A r [ May Jun Jul Aug Sep [X] Oct X Venting Thermostat Schedule: HERS 2006 Reference Hours 12 Schedule Type 1 2 3 4 5 6 7 8 9 10 11 Cooling (WD) AM 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 0 80 78 PM 80 80 78 78 Cooling (WEH) AM 78 78 78 78 8 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 Heating (WD) AM 66 68 68 6 68 66 8 68 68 68 8 68 68 68 68 68 68 66 68 66 PPM 68 68 Heating (WEH) AM 66 66 66 68 66 68 66 68 68 68 68 68 68 68 68 68 68 68 68 66 68 66 PPM 68 68 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive wthod "'• ADDRESS: 325 NE 104 Street Permit Number:-- " • •' ;•; •� •••••• •• • •••••• Miami Shores, FL, 33138 • MANDATORY REQUIREMENTS See individual code sections for full details. ."". • ❑ 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that fi erqy performance level (E4M • • display card be completed and certified by the builder to be accurate and correct before final approval of the buy di�g of occupa� dv %orida IaM • • • [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for bot}1' Mold and• • • •9 • nonpresold residential buildings. The EPL display card contains information indicating the energy performance:Mcn efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by tRe builc%r accuFatelyy ��oeflects t"IWVC% and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can bt fours g in i Appendix�C • 0 ••• •• ❑ R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in acbdrdailce with*Me recWiremeots of • Sections R402.1 through R402.4.4. " O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMANVDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. ❑ R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.2.2 Sealing (Mandatory)kll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/19/2017 11:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com. Page 1 of 3 FOP,M R405-2014 MANDATORY REQUIREMENTS - (Continued) ❑ R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. ❑ R403.4.4 Water heater efficiencies (Mandatory). 6690 0 R403.4.4.1 Storage water heater temperature controls 9 0 •0 9 0 9 • *00990 R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automat:4 temperejurpppntrols 00 capable of adjustment from the lowest to the highest acceptable temperature settings for the igpgopAuse. TRe. g1hirrum .... 0 temperature setting range shall be from 100°F to 140°F (38°C to 60°C). 0.000. R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be pro%4idr3d'tflpermit Jie pow r supplied • to electric service systems to be turned off. A separate valve shall be provided to permit the energy Supplied to the main burmar4*. • of combustion types of service water heating systems to be turned off. • • • • • • • • • • 00000 .. .. .... .e1 .of .. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiena9 Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for t ie type of eduipment installto. Equipment used to provide heating functions as part of a combination system shall satisfy all stated0requirebents fbf tpp�gpropriffi6 9AWr heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. ; 900 ' 000000 R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by Me annual solar energyP factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center*Cirectory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. ■ R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/19/2017 11:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R4,05-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity • R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. • R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the desigei requirements calculated according to the procedure selected in Section R403.6.1. . '0000 • 0000.. • R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with rfatural d;Aft 06*spheric buIVrs shall not be less than the design load calculated in accordance with Section R403.6.1. • 0.0.0 • • • • • • • • • O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess coolin!9ce iReating equipment capasi o4 intermittent basis, such as anticipated additional loads caused by major entertainment events, shall%we aluipmedt slzleabr cont"pcitp prevent continuous space cooling or heating within that space by one or more of the following optiopS.... .0.0 ..;..0 1. A separate cooling or heating system is utilized to provide cooling or heating to the majei.entor{ainmenIaiea0 0 0 0.. 2. A variable capacity system sized for optimum performance during base load periods is DM*8: ' •. 0 0 0 0 000000 ❑ R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units Shall comply wofSgdtibns C403 and C404 of the Commercial Provisions in lieu of Section R403. • • 0 • • • • • • 00 0 000 0 0 0 ❑ R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the buildtrfg, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. ❑ R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: • 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. ❑ RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ❑ R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/19/2017 11:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 SHOP DOCUMENT REVIEW This document has been reviewed for general conformance with design concept only based on drawings prepared by this office. MIAMI- This review does not relieve the Contractor from conformance with the construction documents, building department MIAMI-DADE COUNTY requirements and local building codes. Contractor shall verify and PRODUCT CONTROL SECTION confirm all field dimensions and field conditions prior to any 11805 SW 26 Street, Room 208 fabrication. DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISt MCCEPTABLE — revise and resubmit asT (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) -,vww.miamidade.gov/economy o GU 71BLEA5 NOTED Quad -Lock Building Systems, Ltd. X(ACCEPTABLE 7398 132nd St. Surrey, BC V3W 4W7 �.� By: Date: SCOPE: Nobert Lara, AIA This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). .... This NOA shall not be valid after the expiration date stated below. The Miami-D;de•QQunty Pradect Control• • Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dadd County) rpteV$ the right*. . .. . ..... to have this product or material tested for quality assurance purposes. If this . p*r.oa l!t or material. fail.to perform in the accepted manner, the manufacturer will incur the expense of sucll Iing anti the. AHJ Ditty - immediately revoke, modify, or suspend the use of such product or material within Oeir ju"Mon. Pzu.. reserves the right to revoke this acceptance, if it is determined by Miami -Dais -County PFoduct Conti&..' Section that this product or material fails to meet the requirements of the applicable 6llding code. • 0000:0 This product is approved as described herein, and has been designed to comply w0't Uzlorida Btrilding •. Code, including the High Velocity Hurricane Zone. : • • •: • """ DESCRIPTION: Quad -Lock Insulating Concrete Forms APPROVAL DOCUMENT: Drawing titled "Quad -Lock EPS Panels & Ties", sheets 1 and 2 of 2, dated 10/04/2016, prepared by Quad -Lock Building Systems, Ltd., signed and sealed by Theodore Berman, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each bundle shall bear a permanent label with the manufacturer's name, Villa Rica, GA and the following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 06-0407.06 and consists of this page 1, evidence page E -I as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No 16-0314.12 i Expiration Date: November 3, 2021 Approval Date: November 3, 2016 Page 1 Quad -Lock Building Systems, Ltd. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. titled "Quad -Lock EPS Panels & Ties", sheets 1 and 2 of 2, dated 10/04/2016, prepared by Quad -Lock Building Systems, Ltd., signed and sealed by Theodore Berman, P.E. B. TESTS Test Report Test Date Signature 1. SGS 654:030334-1 ASTM D1929-96(2001) 02/26/10 J. Brian McDonald 2. QAI RJO554-1 ASTM D635-06 03/03/10 Greg Banasky 3.3154789NM-001 ASTM C518 08/25/08 Rick Curkeet,.PE• • 6 4. BRYX.R5817 UL-723/ASTM E84 10/22/15 N1A .'. 6666 ••••;• "Submitter! under NOA # 06-0407.06" ...... .. . ...... • Test Report Test Date ...... Sigaiture • • • • • • 1. ETL 3105457SAT-001 ASTM E84 10/13/06 C*BOWAess, IV �" ..... 2. ETL 3080067(b) ASTM D635 07/28/05 S J.;EVrmari -PE% ••:•• 3. ETL 3080067(a) ASTM D1929 07/28/05 S.'J. Vherman,TE' 666%6 4. ETL 3080072-02 ASTM C578 10/12/05S: i.irt!ermanP)" '. 5. ETL 3080072-01 ASTM C518 09/30/05 S,J. Eyiermarb-PE- • • • •; 6. ETL 3080072-01 ASTM E84 09/30/05 S.'i..Brn'srman XE . 7. ETL 3080072-01 ASTM C1104 09/30/05 S. J. Emerman, PA-: 8. ETL 3080072-01 ASTM C665 09/30/05 S. J. Emerman, PE 9. ETL 3080072-01 ASTM C1304 09/30/05 S. J. Emerman, PE 10. ETL 3080072-01 ASTM E96 09/30/05 S. J. Emerman, PE 11. ETL 3080072-01 ASTM E970 09/30/05 S. J. Emerman, PE 12. ETL 3080072-01 ASTM C1338 09/30/05 S. J. Emerman, PE C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATION 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5" edition (2014) FBC and of no financial interest prepared by Ted Berman and Associates, LLC, dated 08/17/2016, signed and sealed by Theodore Berman, P.E. tl 42-/21314 Carlos M. Utrera, P.E. Product Control Examiner NOA No 16-0314.12 Expiration Date: November 3, 2021 Approval Date: November 3, 2016 E-1 PRODUCT DESCRIPTION: Quad -Lock insulating Concrete Forms (ICFs) are manufactured from CS78-compliant Type 11 and Type XI expanded polystyrene.The forms are used as stay -in-place form work for structural concrete, load-bearing and non load-bearing, below -grade and above -grade walls. The forms are used in construction of plain and reinforced concrete beams, lintels, exterior and interior walls, foundations walls and retaining wails. The forms remain in place after placement and curing of concrete to provide wall insulation, and must be covered with approved interior and exterior finish materials in accordance with the Florida Building Code. Exterior shall have final finish applied or be temporarily protected from exposure within 30 days of installation of lCF units. The concrete forming system shall comply with ACI $47, and the concrete walls shall comply with ACI 318. QUAD -LOCK EPS PANEL PROPERTIES 2016-06-09 Test Regular Panel Ultra Panel Pius Panel Property NOT TO SCALE DRAWN BY: Z. PROSTRAN 1 Page SHEET SIZE Standard 2.25• Thick EPS 3.125" Thick EP•S .4.2S" Thick EPS EPS Type, ASTM 0578 Type IX Pass Type f1 Pass Type If Pass Thermal Resistance ASTM 0578/ 518 4.2 (h•ft1•°F/8TU) Pass 4.0 (h-ft-'F/BTU) Pass 4.0 (h•it1•'F/BTU) Pass Water Vapor Permeance ASTM C578/E96 2 perm/inch Pass 3.5 perm/inch Pass 3.5 perm/inch Pass Water Vapor Sorption 57'�M 0.16% Pass 0.16% Pass 0.1:6 % Pass Corrosiveness ASTM 0665 None Pass None Pass None Pass SECT. 13.8 Fungi Resistance ASTM C1338 Pass Pass Pass Odor Emission ASTM C1304 None Pass None Pass None Pass Radiant Flux ASTM E970 >_ 0.12 Pass � 0.12 Pass >_ 0.12 Pass Flame Spread Index ASTM E84 5 25 5 25 5 25 Smoke Developed Index ASTM E84 :5450 :5 450 :5450 QUAD -LOCK HDPE CROSS -TIE PROP5RTIE$ ;•; ; ; ;•; '•• Property Test Black TieBlue Tie Yellow Tie Green Tie Red Tie Brown Tie Standard FTB4 FTB6 FTY8 FD310' i:TR12:0 FLB14•• • Rate of Burn ASTM C635 CC1(Pa90 Pdedu�i RiNewr`b : • as complyfhg vAth the•Rlbri m Building Code ignition Temperature ASTM D1929/ Pass NOA-No. 16-0314.12 ASTM E2634(B) ... • �xp�atioa i j 03/20211Xr . Miaini-llacfe Product Control Ted Berman and Associates LLC 325 41 st Street, Miami Beach, 33140 Certificate of Authorization 27502 E IV NO 09,314 JQ Theodore,l4�`,', FL iW110i'U/2016 Note: This approval pertains to the Insulation properties of Quad -Lock Insulating Concrete Forms. This approval does not imply the approval of the concrete used with the form system, or the structural and/or forming capacity of the material and the system. The materials described on this sheet have been found to be fully compliant with the 2014 Florida Building Code, 51h edition. QUAD -LOCK EPS PANELS & TIES DATE DRAWN: 2016-06-09 CURRENT REVISION NO: REV -1 REVISM DATE: 2016-10-04 SC's: NOT TO SCALE DRAWN BY: Z. PROSTRAN 1 Page SHEET SIZE $z` X ii- { 1 of 2 Building Systems Ltd. Quad -Lock SuHding Systems Ltd. 888.711.5625 - Toll Free 7398 -132nd Street 604.690 3111 Surrey, 8C V3W 4M7 604.590.8412 - fax Canada www.auadlock.com PRODUCT RENEWED as complying with the Florida Building Code HOA -No. 16--0314.12 Expiration Q2te 11/03/2021 By A& �_ _5� Miami-Ofiddir Product Control Brown Tie - FTB14 17.5" Long Rcrl Tin' _ CT1711 iO.O wcig Green Tie - FTG10 13.5" Long Yellow Tie - FTY8 11.5" Long rE Blue Tie PZB6•; ; • 9.5" Long • • • • Black Tie - FTB4 7.5" Long • w • • • • v • •w• • e . .. .. . . • .. .. Ted Berman and Associates LLC 925 41st Street, Miami Beach, 33140 Certificate ofAuthy ization 27502 ,1Q,)4RE a``d`��i ySi .. I"rd Theoc�x` FL PE No.J4 10/17/2016 Note This approval pertains to the insulation properties of Quad -lock insulating Concrete Forms. This approval does not imply the approval of the concrete used with the form system, or the structural and/or forming capacity of the material and the system. The materials described on this sheet have been found to be fully compliant with the 2014 Florida Building Code, 5th edition. QUAD -LOCK EPS PANELS & TIES DATE DRAWN: 2016-06-09 CURRENT REVISION NO: REV 1 REVISION DATE: 2016-10-04 SCALE: NOT TO SCALE DRAWN M Z. PROSTRAN e�Page 2 of 2 SHEET SIZE: &,I- X 11- J' �:'.t.' .R ::Yf.•:L `r rF ..:e: �. ftf .f:..r'ri: r .: r: f,>, i':;$.. January 15, 2016 Douglas Bennion Quad -Lock Building Systems Ltd. 7398 132 Street Surrey, BC, V3W 4M7 Canada 1500 Brigantine Drive Coquitlam, BC V3K 7C1 Telephone: (604) 520-3321 Facsimile: (604) 524-9186 www.intertek.com Letter Report No. 102389845COQ-002c Project No. G102389845 Ph: 604-590-3111 Fx: 604-590-8412 email: douglas(cDguadlock.ocm RE. -Equivalency Letter FIX -1104311i Intertek Testing Services has reviewed ASTM E2634 (2011) "Standard Specification fdC Flat tApjl trrsulatiQg••• Concrete Form (1CF) Systems" and has determined that products complying with the•ZQt1, ersiorLalso.comply •• with the 2008 version which is referenced in the 2014 Florida Building Code (FBC). II V&W hasU56 rtviewg0.•;, ASTM E119 "Test Methods for Fire Tests of Building Construction and Materials" (20JQbM UL 723."Standard for Test for Surface Burning Characteristics of Building Materials" (2010), and has determined that,thesQ editiopS of the standards are equivalent to the 2008 editions referenced in the 2014 FBC. ****so :0006" 00.09 90.00. e00e .sees If you have any questions, please do not hesitate to contact me at (604) 528-4304. • • • • 0000 e e 9 e e 9999.. Regards,e • . 9999.. INTERTEK TESTING SERVICES NA Emma Amiralaei, EIT Peter Gildenstern, Eng.L. Engineer- Evaluation Services Manager— Manufactured Housing UN % SHOP DOCUMENT REVIEW ..>R.., This document has been reviewed foreneral conformance with g OGp design concept only based on drawings prepared by this office. 0-4>• This review does not relieve the Contractor from conformance ��. •'° with the construction documents, building department S requirements and local building codes. Contractor shall verify and confirm all field dimensions and field conditions prior to any fabrication. --•l ❑ UNACCEPTABLE — revise and resubmit as noted CE ❑ ACCEPTABLE AS NOTED e� XPbert TA LE By: Date: Lara, AIA All services undertaken are subject to the following general policy: This report is for the exclusive use of Intertek Testing Services NA Ltd: s (Intertek's) client and is provided pursuant to the agreement between Intertek and its client. Intertek's responsibility and liability are limited to terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the client in accordance with the agreement, for any loss, expense or damage occasioned by B EAB the use of this report. .Only the client is authorized to copy of distribute this report and then only in its entirety. Intertek must first approve any use of the Intertek name or one of its marks for the sale or advertisement of the testing materials, product or service in writing. The observations and test results in the report are relevant only to the sample tested. This report by itself does not imply that the material, product or service is or has ever been under Intertek's certification program. Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM SpecDIRECT Pow5*0"f LISTING INFORMATION OF Quad -Lock Insulating Concrete Forms (ICFs) SPEC ID: 35720 This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. Only the Client is authorized to permit copying or distribution of this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. Quad -Lock Building Systems Ltd. 1 35720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 1 of 6 Quad Building Systems Ltd. -Lock .. 7398 - 132nd St. ...... .. . ...... ' Surrey, BC V3W 4M7 Canada •••• ' .... . ..... ...... .... ..... .... .... ...... . . . . ...... This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. Only the Client is authorized to permit copying or distribution of this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. Quad -Lock Building Systems Ltd. 1 35720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 1 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM SpecDIRECT FOvEREa er Quad -Lock ICFs are insulated concrete form (ICF) systems that are formed from expandable polystyrene (EPS) beads with polyethylene cross -ties and/or ABS fastening strips. The EPS panels are available in the following thicknesses: • 2-1/4" Regular • 3-1/8" Ultra • 4-1/4" Plus The ICF systems core nominal thicknesses are available in the following dimensions: • 3-3/4" Standard Rating (if-�pplicabte)• •• • 5-3/4" 3 and 4fiKis .. STM E119 (2-1/4" EPS) • 7-3/4" 3 and 4 hours CAN/ULC S101 • 9-3/4" 240-01 STM E2634, including: . . .... ...... STM C578 (EPS) Type II, Type IX EPS ' • 11-3/4" Smoke Developed: 250 STM D635 (cross -ties) Meets CC2 requirement • 13-3/4"' ...... .. . ...... Meets calculated requirements Quad -Lock Insulating Concrete Form Systems ASTM D638 (cross -ties) Exceeded the requirements of 675 Ib/ft2 STM D732 (cross -ties) RATINGS. 0 Exceeded the requirements of .... 163 psi ..... trips) ...... •••• ..... Product/Assembly Standard Rating (if-�pplicabte)• •• 3 and 4fiKis .. STM E119 (2-1/4" EPS) Design LjstingNo.<%k/ICF;• 40-01 3 and 4 hours CAN/ULC S101 Design Listing No. Ql3S/ICF 240-01 STM E2634, including: STM C578 (EPS) Type II, Type IX EPS STM E84 (EPS) Flame Spread: 25 Smoke Developed: 250 STM D635 (cross -ties) Meets CC2 requirement STM D 1929 (cross -ties) 827.3 OF STM D1761 (cross -ties) Meets calculated requirements Quad -Lock Insulating Concrete Form Systems ASTM D638 (cross -ties) Exceeded the requirements of 675 Ib/ft2 STM D732 (cross -ties) Exceeded the requirements of STM D1929 (fastening 163 psi trips) Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 2 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM Attribute Criteria Criteria Criteria Criteria Criteria Criteria CSI Code Intertek Services Listed or Inspected Listing Section Report Number Spec ID Verification Testing M D635 (fastening strips) TM D1761 (fastening ps) L 723 STM C177 (2-1/4" EPS) FPA 286 (4-1/4" EPS, 6" )re, 1/2" awsum board) Or rcDIRECT POWERE9 rY 1.7 OF eets CC2 requirement leets calculated requirements veiling burning only: FSI: 10 SDI: 5 loor burning only: FSI: 35 SDI: 1150 .12 F.ft2.h/BTU leets the conditions of cceptance of ASTM E2634 Value •••• • CAN/ ULC S101 (2007) •••••• •••• NFPA 286 (2011) ;••;•; . ASTM E2634 (2011) ; • • • • ASTM C578 (2012a) '••� •••. ; ASTM E119 (2014) " UL 723 (2010) 03 10 00 Concrete Forming and Accessories Certification LISTED CONCRETE FORMS G 101554142; G 101872319; G 102089016; 484-2063; 3028544; 3105717; 6802; G 101314808; 3105457 35720 No Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 102015 3:51 PM I Uncontrolled Copy Page 3 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM DRAWING INDEX QBS-ICF 240-01 O�?CDIRECT rewtMfoet� Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 4 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM QBS-ICF 240-01 Division 03 — Concrete 03 1100 Concrete Forming 0311 19 Insulating Concrete Forming Quad -Lock Building Systems Ltd. Design No. QBS/ICF 240-01 Insulating Concrete Forming Quad -Lock Insulating Concrete Forms ASTM E119-07 CAN/ULC S101-04 Fire Resistance Rating: 2, 3, and 4 Hour MIN. CORE THICKNESS MAX. FIRE RATING 3-3/4 in. (96mm) 2 Hour 5-3/4 in. (146mm) 3 Hour 7-3/4 in. (197mm) 4 Hour 1. CONCRETE: Pour concrete with density of 150 Ib/ft3 (2400 kg/m') into the ICF system. The concrete shall have a min. 3000.0 psi (20.7 MPa) normal compressive strength after 28 days curing time, a max. slump of 6 in., max. aggregate size of 3/4 in. for core thicknesses greater or equal to 7-3/4 in., and 3/8 in. for core thicknesses less than 7-3/4 in. Place the steel reinforcement (not shown) before filling the ICF system with concrete. The rebar used is to be designed and placed per the applicable Code requirements and approved by a registered Date Issued: August 31, 2015 Project No. G102089016 SpeCDIRECT POWIRE) RY Page 1 of 2 design professional with the appropriate license for the Authority Having Jurisdiction. 2. CERTIFIED MANUFACTURER: Quad -Lock Building Systems Ltd. CERTIFIED PRODUCT: Quad -Lock Insulating Concrete Forms (ICFs) CERTIFIED MODEL: Regular: 2-1/4 in., Ultra: 3-1/8 in., and Plus: 4-1/4 in. Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:5 1 PM I Uncontrolled Copy Page 5 of 6 • • •• • •••••• •••••• •• • •••••• • •••••• •• • ••••• •• •• •• • •••••• • • • • • •••••• design professional with the appropriate license for the Authority Having Jurisdiction. 2. CERTIFIED MANUFACTURER: Quad -Lock Building Systems Ltd. CERTIFIED PRODUCT: Quad -Lock Insulating Concrete Forms (ICFs) CERTIFIED MODEL: Regular: 2-1/4 in., Ultra: 3-1/8 in., and Plus: 4-1/4 in. Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:5 1 PM I Uncontrolled Copy Page 5 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM QBS-ICF 240-01 (page 2 of 2) Division 03 — Concrete 03 1100 Concrete Forming 03 11 19 Insulating Concrete Forming The Quad -Lock ICF forming systems consist of Type 11 and IX molded expanded polystyrene (EPS) foam panels with embedded high density polyethylene cross -ties (Item 3) and/or ABS fastening strips (Item 4). The EPS panels used on Regular are manufactured from Type IX EPS beads; the Ultra and Plus panels use Type II EPS beads. The cross -ties are color coded to indicate different installation core thicknesses (cavity thicknesses). The Quad -Lock ICF core thicknesses are 3-3/4 in., 5-3/4 in., 7-3/4 in., 9-3/4 in., 11-3/4 in., and 13-3/4 in. The cross - ties are spaced by 12 in. intervals along the length of the constructed wall. 3. HDPE CROSS -TIES: Injection molded high density polyethylene cross -ties are 7-1/2 in., 9-1/2 in., 11-1/2 in., 13-1/2 in., 15-1/2 in., and. 17-1/2 in. long; the cross -ties are color coded according to their lengths. Cross -ties are installed at the intersection of the horizontal and vertical joints of all panels and every 12 in. oc in between. The spacing is indicated by deep grooves in the EPS panels. 6. 4. ABS FASTENING STRIPS (Optional, Not Shown): Fastening strips are available as an option for Regular and Plus panels. The fastening strips are 1-1/2 in. wide strips made 7. from ABS plastic, and are molded into the EPS panels every 12 in. measured from the centre. The fastening strips provide anchoring for exterior wall cladding or siding. 5. GYPSUM WALLBOARDS: Non -fire -rated gypsum wallboards shall be installed on interior Date Issued: August 31, 2015 Project No. G102089016 SpxDIRECT Po -,!Wet = Page 2 of 2 walls and the interior facing sides of exterior walls. Gypsum wallboards installed must have a min. thickness of 1/2 in. and min. area density of 1.54 Ib/ft2. The gypsum wallboards are to be fastened to the HDPE cross -ties, with #6 x 1-5/8 in. Type S drywall screws spaced 12 in. oc. Gaps between adjacent gypsum wallboards and screw head cavities shall be taped and filled with joint compound. The fire rating on exterior walls with gypsum wallboards installed on the interior facing side only applies from the inside. • • INTERIOR AND EXTERIOR FINIGHES9 (Optional, Not Shown): Interior and 4mWor• finishes may be added to Quad-Lgp�OCF• systems without affecting the fire -resistance 0000 rating. • • 0000 Exterior finishes may be applied to the 4mleviere side of the forming system wall aWIi>bjlr• without diminishing the assembly ratinj y4lt ep• desired. Exterior Insulation Finishing 46ystem• (EIFS), any exterior stucco, brick & brick' veneer, stone or stone veneer, culturefl str rlb and siding made from vinyl, aluminum, wad, or• steel may be used. Apply exterior finishes in accordance with the manufacturer's instructions. WALL ASSEMBLY: The Quad -Lock ICF system may be used as either an interior or exterior wall. ICFs exposed to the interior of a building shall have a thermal barrier attached. Exterior walls are only required to have a thermal barrier on the side facing the interior of the building. The fire resistance is applicable to the Quad - Lock ICF systems from either side. • •• 0000•• • • • 0000•• 0000•• 0000• • 0000• ,0000• • • • 0000•• •0000• Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 6 of 6 Reynoso Addition Cost & Mark-up Material Cost SITE � R + ECRP �� 2 BY: $300.00 $580.00 $6,382.00 $1,500 $6,599.00 $18,175.00 $1,200.00 $500 $2,000.00 $4,374.00 - $1,500 o $12,100 $7,000 $7,000 $2,500 $6,741.00 $500 Robert Lara Architect / Engineering Inspections Dynatche Engineering Soil Report Ford, Armenteros & Fernandez, Inc. Surve Dynatche Engineering Concrete Reports Dynatche Engineering Soil report- Testing& Compacting Termite Treatment Pistos Group, Inc Permit 2% Site Prep -Foundation -Exterior Walls Batter Boards Backhoe Rental Foundation- Footings Chiros Paver Corp Foundation- Fill Foundation- Slab Exterior Walls ICF Columns Strappin s Trusses Plywood over Trusses Insulation Roof Tile Roof Covering Exterior Windows & Doors Windows Doors Window Caulkin Stucco & Exterior Paint Stucco Exterior Paint Drywall & Interior Doors Dry wall / framing Dry wall one coat Interior doors Base Boards $2,000 2,500 1,500 3,000 $5,350.00 $7,000 5,000 105301 Interior Painting Interior Flooring -TBD Carpentry Flooring Material Flooring Labor Mechanical -Engineer Air AIC Ducts installation A/C System Up Grade Fresh Air Intake dehumidifier) A/C Grills Electrical -Jar Communications Plumbing Plumbing Labor and Rough -in Sink bathroom#1 Sink bathroom#2 Toilet #1 Toilet #2 Tub shower fixtures Other Bathroom Tiles Bathroom Tile Instalation Bathroom extractors Bathroom shower doors TOTAL PISTOS GROUP, INC. 2045 CORAL RIDGE DR, CORAL SPRINGS, 17.33071 CGC#1 5100.51 1-1I#3628 PHONE: (305),167-6715 CONTRACT PROJECT: ICF ADDITION CLIENT: LUIS & CARRIE REYNOSO JOBSITE: 395 NE 104TH ST, MIAMI SHORES, FL DATE: 05-20-2017 "_ W-41 i. SCOPE OF WORK: To provide labor and construction management for the Master Bedroom addition with two bathrooms on 395 NE 104th Street, Miami Shores, FL TOTAL PRICE OPTION #1—$37,362.13 TOTAL PRICE OPTION #2 $33,937.13 Payment of Terms: Will be discussed. Contractor is flexible with payment, buyer will be able to pay for material directly if General Contractor chooses so. Duration of Work: Work can begin once a contract, and payment has been accepted by both parties. We are ready to begin working on 07/01/2017, and will have all the items completed by December 30th, 2017. The owner and the contractor agree as set forth below: SITE Robert Lara Architect / Engineering Inspections Dynatche Engineering Soil Report Ford, Armenteros & Fernandez, Inc. Survey Dynatche Engineering Concrete Reports Dynatche Engineering Soil report- Testing & Compacting Termite Treatment Pistos Group, Inc Permit 2% Site Prep -Foundation -Exterior Walls PISTOS GROUP, INC. LICENSED AND INSURED CGC#1519051 HI#3628 PISTOS GROUP, INC. 2045 CORAL RIDGE DR, CORAL SPRINGS, FL 33071 CGC#1519051 11I#3628 PHONE: (30,5),167-671,5 21 PISTOS GROUP, INC. LICENSED AND INSURED CGC#1519051 HI43628 $46,025.60 i Batter Boards $330.00 Backhoe Rental $638.00 Foundation- Footings $7,020.20 Chiros Paver Corp Foundation- Fill $1,650.00 Foundation- Slab $7,258.90 Exterior Walls ICF $14,992.50 Columns $1,320.00 Strappings $550.00 Trusses $6,485.60 Plywood over Trusses $4,811.40 Insulation $1,500.00 Roof Tile Roof Covering $12,100.00 Exterior Windows & Doors Windows $7,000.00 Doors Window Caulking Stucco & Exterior Paint Stucco $5,500.00 Exterior Paint $1,750.00 Drywall & Interior Doors Dry wall / framing $0.00 Dry wall one coat $7,541.00 Interior doors $550.00 Base Boards $0.00 Interior Painting $2,200.00 Interior Flooring -TBD Carpentry Flooring Material $1,000.00 Flooring Labor $1,000.00 21 PISTOS GROUP, INC. LICENSED AND INSURED CGC#1519051 HI43628 $46,025.60 i PISTOS GROUP, INC. 2045 CORAL RIDGE DR, CORAL SPRINGS, FL 33071 CGC#1510051 HI#3628 PHONE: (305) 467-671.5 Mechanical -Engineer Air A/C Ducts installation $1,200.00 A/C System $2,000.00 Up Grade (Fresh Air Intake dehumidifier) A/C Grills Electrical -Jar Communications $5,430.00 Plumbing Plumbing Labor and Rough -in $7,000.00 Sink bathroom#1 Sink bathroom#2 Toilet #1 Toilet #2 Tub shower fixtures Other Bathroom Tiles $5,000.00 Bathroom Tile Instalation Bathroom extractors Bathroom shower doors Window Alarms Ceiling Fans Exterior pavers TOTAL $105,827.60 31 PISTOS GROUP, INC. LICENSED AND INSURED CGC#1519051 HI#3628 PISTOS GROUP, INC. 2045 CORAL RIDGE UR, CORAL SPRINGS, FL 33071 CGC#1519051 1-11#3628 NIONE: (305) 467-6715 1. The contractor accepts the relationship of trust and confidence established between his company and the owner by this agreement. He covenants with the owner to furnish his best skill and judgment in furthering the interest of the owner. He agrees to furnish efficient business administration and supervision and to use his best efforts to furnish at all times an adequate supply of workers and materials, and to perform the work in a most expeditious, economical and workmanlike manner. 2. The work to be performed under this contract shall commence upon receipt of notice of commencement and building permits. The contractor shall use his best efforts to complete said work of improvement within agree upon time to be determined by both parties, and based on final approved plans. 3. The owner agrees to reimburse the contractor for the direct "cost of the work" as defined in paragraph 6 below. Such reimbursement shall be in addition to the contractor's fee stipulated in paragraph 4. 4. In consideration of the performance of the contract for the total cost of construction is $105,827.60 please see option above. Said contractor's fee shall be paid in draws based on progress of the project mutually determined by both parties. 5. The scope of the work shall consist of the description set above. 6. The contractor and sub -contractor shall keep full and detailed accounts as may be necessary for proper financial management under this agreement. All parties shall be afforded access to all the contractor's records, books, correspondence, instructions, drawings, receipts, vouchers, memoranda and similar data relating to this contract. 7. Pistos Group, Inc. agrees to maintain workers' compensation and liability insurance throughout the course of the work. 8. The contractor hereby agrees to hold the owner harmless and to indemnify the owner against any and all claims which may arise during the course of the work as a consequence of the negligent acts or deliberate omissions of the contractor, its agents or employees. 9. At the owner's discretion, Pistos Group, Inc. reserves the right to allow owner to pay for all materials if he chooses to do so. Pistos Group, Inc. will be responsible for the estimating of material. 10. Pistos Group. Inc. reserves the right to stop work, and General Contractors expense if any delay in payment is incurred, based on mutually agreed draw schedule. 11. Pistos Group Inc. is not responsible for any change orders that may arise based on mistakes on the plans drawn by architect, or changes made by owner of the property. Pistos Group, Inc. will notify owner if any changes or mistakes are caught during performance of work. Any change orders made by owner or architect need to be submitted to Pistos Group, Inc. with as much notice as possible. 12. Due to current construction climate, proposal is good for 30 days, final contract will be signed when a set of approved drawings are submitted: 4 PISTOS GROUP, INC. LICENSED AND INSURED CGC#1519051 HI#3628 PISTOS GROUP, INC. 2045 CORAL RIDGE DR, CORAL SPRINGS, FI_, 33071 CGC#1519051 11I#3628 PHONE: (305) 467-6715 Respectfully Submitted by: PISTOS GROUP, INC. GENERAL CONTRACTOR CGC#1519051 Loren Fraute, President Date 05-20-2017 51 PISTOS GROUP, INC. LICENSED AND INSURED CGC#1519051 HI#3628 d i rA M� -0 S DAVID A. DACOUISTO, AICP PLANN.NG b ZONING DiREGTOR DEVELOPMENT ORDER GGLfiZ.Gt(3f^G��VA 10050 N.E. SECOND AVE. MIAMI SHORES. FLORIDA 33138-2352 Telephone: (305) 795-2207 Fax: (305) 756-5972 File Number: PZ -6-16-201651 Property Address: 325 NE 104th Street Property Owner/Applicant: Luis and Carrie Reynoso Address: 325 NE 104th Street Agent: Robert Lara Address: 8450 SW 201 Street, Cutler Bay, Fl, 33189 C E Whereas, the applicant Luis and Carrie Reynoso (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 r Schedule of Regulations, Sec. 523. I and Sec. 600. Site plan review and approval r required. One story addition. Whereas, a public hearing was held on July 28, 2016 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. R 1) The Board requires that all further development of the property shall be perfon-ned 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 to construct a master bedroom suite and bathroom addition. 2) The applicant to remove the stoop from the plans or redesign the stoop to w comply with zoning requirements before submitting the plans to the building official for permitting. i Page i of-', i) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 4) Applicant to apply for and obtain all necessary permits and approvals from outside agencies before beginning work. 5) An erosion and sedimentation plan subject to review and approval by the building official is required if ground cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences, strawy barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to footings inspection. 6) The applicant shall provide an architect or engineer's drainage plan and report to certify to the building official that the site provides storm drainage that detains the first one inch in natural or filtered structural facilities prior to the issuance of a building permit by the Building Official. 7) The applicant is responsible for the installation and maintenance of drainage structures and any site modifications shown on the drainage plan that are necessary to provide storm drainage that detains the first one inch in natural or filtered structural facilities. Minor modifications to the approved drainage plan shall require a new signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Major changes to the approved drainage plan including the construction of drainage improvements such as but not limited to mounds and walls. shall require a new site plan review application and review and approval by the Planning and Zoning Board. 8) All drainage improvements shall be installed in accordance with. the approved drainage plan before final inspection by the Building Official. 9) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage. plan except that major changes shall require Planning and Zoning Board approval as stated in Condition 47. 10) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 11) Applicant to meet all applicable code provisions at the time of permitting. 12) 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. Noe 2 of 3 The application with conditions was passed and adopted this 28'h day of July. 2016 by the Planning and Zoning Board as follows: Approved with an Amendment that the Pavement in the driveway if it has not been permitted be brought into compliance as per our current code. Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Yes Chairman Fernandez Yes Zv / 4 Date Rjchard M. Fernandez Chairman, Planning B Paae 3 of 3 mwI ta ala. AR l lii C iUI'I i.>I SiSN < ;ON.S1RU<:riO•>N MANA< ,i M1 N1 May 8, 2017 Miami Shores Village Building Dept 10050 NE 2nd Avenue Miami Shores, Florida 33138 M Y 10 0�7 F3Y: Process Number: RC17-541 Project Name: Addition to Residence 325 NE 104th Street Pursuant to your request, below are the responses to jurisdictional comments issued by your office. BUILDING — reviewed by Ismael Naranjo, Building Director �1- PROVIDE SPECIAL INSPECTOR FORM FOR SOIL COMPACTION Response- Provided as requested SOIL STATEMENT. ACCORDING TO THE SOIL STATEMENT PROVIDED YOU HACE USE A PRESUMTIVE SOIL BEARING CAPACITY OF 2000 PSF. PROVIDE SITE PREPARATION AND SOIL COMPACTION DETAILS AND SPECIFICATIONS Response- Statement and compaction instructions are part of the structural sets, refer Soil /Statement Notes to left bottom side of sheet S-1 "3- PROVIDE DETAILS AND SPECIFICATIONS FOR THE BATHROOM FIXTURE CLEARANCE Response- Dimensions added to Bath #2 and Master Bath, refer to required clearance note added Z-PROVIDE to sheet A-3 DETAILS AND SPECFICATIONS FOR THE SHOWER PAN, WALL AND TUB, PROVIDE DETAILS AND SPECIFICATIONS FOR THE SOFFIT FRAMING REFLCT ALL COMPONENTS AND CONNECTORS. Response- Shower Pan and Tub details added to sheet A-9. Refer to soffit detail on wall section 1/A-9. e -PROVIDE ENERGY CALCULATIONS AS REQUIRED UNDER 2014 FLORIDA BUILDING CODE — ENERGY CONSERVATION. Response- Provided as requested 3450 SW 201 Street, Cuter Bay, R 33139 * 754,264,4113 * r lara@beW,net Florida Registered Archkt M92824 6- THE E.P.S. TYPE II QUAD LOCK INSULATED CONCRETE FORMING WALL PANELS DO NOT COMPLY WITH REQUIREMENTS OF 521.1 OF THE MIAMI SHORES VILLAGE CODE OF ORDINANCE. PROVIDE PLANS WITH DETAILS AND SPECIFICATIONS WITH PRODUCT APPROVAL UNDER THE VILLAGE CODE OF ORDINANCE AND THE FLORIDA BUIDLING CODE HVHZ. Response- refer to attached Miami Dade product approvals and Florida approvals. Framing notes provided as part of structural set — refer to structural note 6.0 sheet S-4, and construction details provided on 1/S-3 and 2/S-3. 7- DO NOT REMOVE VOIDED SHEETS. CLOUD ALL CHANGES AND MARK AND DATE WITH DELTA. Noted STRUCTURAL 1- PROVIDE ALL WIND DESIGN PRESSURES (BOTH NEGATIVE AND POSITIVE) FOR ALL OF DOORS, WINDOWS, SKYLIGHTS INSTALLED ON THE EXTERIOR ENVELOPE OF THE BUILDING; ON THE ARCHITECURAL ELEVATIONS; OR ON THE DOOR AND WINDOW SCHEDULES; OR PROVIDE ELEVATIONS WITH THE NOTED WIND DESIGN PRESSURES AS PART OF THE STRUCTURAL PLANS IN COMPLIANCE WITH THE HVHZ PROVISIONS OF SECTION 2411.3.1.4 OF THE FBC 5T" EDITION (2014) CODE. Response- All wind pressures and window specifications noted on 'exterior' window and door schedule sheet A-8. 2- PROVIDE 2 COPIES OF SPECIAL INSPECTOR FORM FULLY EXECUTED FOR a. REINFORCED MASONRY PER SECTION 2122.4 OF FBC 5T" EDITION (2014) CODE b. MIAMI DADE COUNTY ADMINISTRATIVE CODE, ARTICLE II, SECTION 8-22 i. SOIL COMPACTION (REFER TO ATTACHED COP OF THE INSPECTION FORM) Response- Provided as requested END OF COMMENTS Respectfully Submitted, &4113 Robert J. Lara, AIA rzz= Structural CalvRations :••••: lip :0* *0 00:00* Luis and Carrie Reynoso 325 Northeast 104 Street Miami Shores, Florida • •. No 4 O' STAT tto r �.0 �. ......... G� /0 NA EN,Ot 110111110,4 Project No: 1720029 February 17, 2017 Prepared by 00 Satellite Blvd, Ste 2220 Duluth, GA 30096 Tel: (678) 906-4670 Fax: (678) 906-4671 J TABLE OF CONTENTS 1. Code Search......................................................... , , ... ...... 2. 6" Concrete Wall Analysis.............................................:........10. ...... .... ...... . 3. Foundation Analysis .... .... p3.. . . ..... .................................................... .... 4. Concrete Beam Analysis .... . .. ...... • ................................................«........16 9 . . . : . : ...... 5. Concrete Column Analysis .........................................:...', �8 :....: •• • ..... ••• 678-906-4671 FAX 1. Code Search CHECKED BY DT DATE 2/1 www.struware. Code: Florida Building Code 2014 - High Velocity Zone 3.00/12 14.0 deg Building length (L) 200.0 ft Occupancy: 21.0 ft '••••' •••... Occupancy Group = R Residential ...... .. .. ...... Risk ategory & Importance Factors: .... .•��.. .... . . .�.••. �•••� Risk Category = II .. .. . .. ...... Wind factor = 1.00 """ • Snow factor = 1.00 . . . . ...... ...... Seismic factor = 1.00 . .. ... ...... Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (0) 3.00/12 14.0 deg Building length (L) 200.0 ft Least width (B) 21.0 ft Mean Roof Ht (h) 15.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf use 30.0 psf 200 to 600 sf: 30 psf over 600 sf: 30 psf Floor: Typical Floor 40 psf Partitions 15 psf Lobbies & first floor corridors 100 psf Corridors above first floor 80 psf Balconies (1.5 times live load) 60 psf 678-906-4671 FAX CHECKED BY DT DATE 2, Wind Loads:, ASCE 7 - 10 Ultimate Wind Speed 175 mph f = 500 ft Zmin = Nominal Wind Speed 135.6 mph 0.20 90, 9v = 3.4 Risk Category II Q = *000 •••••• IZ = Exposure Category C .. RL = •••••� Enclosure Classif. Enclosed Building •..... '..'.: ....:. Internal pressure +/-0.18 •••••• Directionality 0.85 .... � .... . . Kh case 1 0.849 .... • .... ..... Kh case 2 0.849 ...... .. . • .. .. .. . .. ...... Type of roof Hip ;••;•��. .� Z • .... � : � 6Rees Topographic Factor (Kzt)• Kfu* pi��] x(danv Topography Flat�� Hill Height (H) 80.0 ft { HJ2 Half Hill Length (Lh) 100.0 ft Lh H12 Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft ESCARPMENT From top of crest: x = 50.0 ft I Bldg up/down wind? downwind V(Z) Z46 H/Lh= 0.50 K, = 0.000 Speed-up x/Lh = 0.31 K2 = 0.792 V(Z) x(upwind) - x(downwin z/Lh = 0.09 K3 = 1.000 H/ At Mean Roof Ht: 1' Lh NH/2 Kzt = (1+KjK2K3)^2 = 1.00 2D RIDGE or 3D AXISYMMETRICAL F Gust Effect Factor h= 15.0 ft B= 21.0 ft /z(0.6h)= 15.0 ft Riaid Structure CM = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 90, 9v = 3.4 LZ = 427.1 ft Q = 0.94 IZ = 0.23 G= 0.89 use G=0.85 Flexible structure if natural frequency < 1 Hz (T > 1 second). However, if building h/B < 4 then probably rigid structure (rule of thumb). h/B = 0.71 Rigid structure G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure Natural Frequency (01) = 0.0 Hz Damping ratio (R) = 0 /b = 0.65 /a = 0.15 Vz = 147.8 NI = 0.00 Rn = 0.000 Rh = 28.282 n = 0.000 RB = 28.282 n = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 G = 0.000 h= 678-906-4671 FAX Enclosure Classification CHECKED BY DT Test for Enclosed Building: A building that does not qualify as open or partially enclosed. DATE 2, Test for Open Building: All walls are at least 80% open. Ao > 0.8Ag 0.0.0 • . . •000 •....• Test for Partially Enclosed Building: " ' • P . In ut • 0 gest • 0 """ Ao 100000.0 sf Ao >_ 1.1 Aoi O,X�S 0 0, 0 Ag 0.0 sf Ao > 4' or 0.01Ag ..�F.S •....• 00000 Aoi 0.0 sf Aoi / Agi <_ 0.20 .0 W B1.uldirlg is NQT;.. • Agi 0.0 sf .• •. P'eMaVl Enclosed.. ERROR: Ag must be greater than Ao ;000;0 0.00•• Conditions to qualify as Partially Enclosed Building. Must satisfy all of the followlrig: ' Ao > smaller of 4' or 0.01 Ag Aoi / Agi <_ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (RO : If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Altitude = 0 feet Average Air Density = 0.0765 Ibm/ Constant = 0.00256 Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB NO. 1720029 SHEET NO. CALCULATED BY CN CHECKED BY DT Wind Loads - MWFRS h:960'(Low-rise Buildings) Enclosed/partially enclosed only Kz = Kh (case 1) = 0.85 Base pressure (qh) = 56.6 psf GCpi = +/-0.18 Wind Pressure Coefficients Edge Strip (a) = End Zone (2a) = Zone 2 length = DATE 2/17/1 DATE 2/17/1 3.0 ft 6.0 ft .••••.10.5 ft .... ...... Ultimate Wind Surface Pressures (psf) 1 CASE A 48.2 psf -15.3 -35.6 .:=3E B -28.9 -49.2 • -28.9 -49.2 3 -14.5 -34.9 -10.7 -31.1 4 -11.0 -31.4 Surface GCpf w/-GCpi w/+GCpi 32.8 12.4 GCpf ..+,/*-GCpi •..wL+•GCpi . 1 0.48 0.66 0.30 -17.0 -37.3 -0.45; • a -Q.27 • • •0.63 • 2 -0.69 -0.51 -0.87 -19.8 -40.2 -0.09 • •--0.51 •20.87 • 3 -0.44 -0.26 -0.62 44.7 24.3 -0.310:'-0.19 •-0.55 4 -0.37 -0.19 -0.55 -0.45 -0.27 :...:0.63 5 0.40 • *0.58 * 0.22 6 -0.29 0.11 ••••-4.47 • 1 E 0.72 0.90 0.54 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0:63 -0.45 -0.81 -0.53 -0.35 -0.71 4E -0.56 -0.38 -0.74 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 37.2 16.9 48.2 psf -15.3 -35.6 2 -28.9 -49.2 72.5 psf -28.9 -49.2 3 -14.5 -34.9 -10.7 -31.1 4 -11.0 -31.4 -15.3 -35.6 5 32.8 12.4 6 -6.2 -26.6 1 E 51.2 30.8 -17.0 -37.3 2E -50.3 -70.7 -50.3 -70.7 3E -25.3 -45.6 -19.8 -40.2 4E -21.3 -41.7 -17.0 -37.3 5E 44.7 24.3 6E -14.1 -34.5 Parapet Windward parapet = Leeward parapet = 0.0 psf (GCpn = +1.5) 0.0 psf (GCpn = -1.0) Horizontal MWFRS Simple Diaphragm Pressures (ps Transverse direction (normal to L) Interior Zone: Wall 48.2 psf Roof -14.4 psf `* End Zone: Wall 72.5 psf Roof -25.1 psf *` Longitudinal direction (parallel to L) Interior Zone: Wall 39.0 psf End Zone: Wall 58.8 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. Windward roof overhangs = 39.6 psf (upward) add to windward roof pressun WINDWARD OVERHANG WINDWARD ROOF LEEWAP.D ROOF J l t 1 1 J 1! J 1 VERTICAL 8 � TRANSVERSE ELEVATION FM WINDWARD ROOF LEEWARD ROOF 1 1 1 ! 1 1 1 1 1 1 VERTICAL z o LONGITUDINAL ELEVATION Duluth, GA 30096 678-906-4670 TEL 678-906-4671 FAX JOB No. 1720029 CALCULATED BY CN CHECKED BY DT Location of MWFRS Wind Pressure Zones 4 3 ZONE 2: lessor of 0.5Bor2-5h If 2 is negative . r 1 r /f JrJ Lr' SHEET NO. DATE 2/17/1 DATE 2/17/1 4 • • • •. -- ••• ••• • .. 2B .. w CASE A R -L\ -D DIRECTIONT CASE B R4\GE NAND DIRF-=O t R NCE NOTE: Torsional loads are 25% of zones 1 - 6. See Code for loading diagram. ASCE 7 -99 and ASCE 7-10 (& later) 4 E 3E 6 ZONE 2: lessor of ,y OS B or 2-5 b 2 If 2 is negati, `y i 2E 1 IE NVQ DiP-E ION Transverse Direction Longitudinal Direction NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. ASCE 7 _07 and ASGE 7_A5 1 «ILN-D DIRECIi�i I Loads - Components & Claddina : h <= 60' Kh (case 1) = 0.85 h = 15.0 ft Base pressure (qh) = 56.6 psf a = 3.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (A) = 14.0 deg Type of roof = Hip Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Parapet I GCp +/- GCpi Surface Pressure (psf) UstfShput 10 sf 50 sf 100 sf 10 sf 50 sf 100 S ; 10 sf • .50 sf -1.08 -1.01 -0.98 -61.1 -57.1 -%.4 •. -61 91, •. -57.1 -1.88 -1.53 -1.38 -106.4 -86.6 -78.1 • • -106.4 • -8- 8."6., -1.88 -1.53 -1.38 -106.4 -86.6 -7.$.1 '. -106'4". -85.6 0.68 0.54 0.48 38.5 30.6 2f.� 38`v� * V9 ... .. .. . ... -2.20 -2.20 -2.20 -124.5 -124.5 -124. -124.5 -124.5 -2.20 1 -2.20 1 -2.20 -124.5 -124.5 -124.5 -12-4 -124-.5 Negative zone 3 = zone 2, since hip roof with angle <= 25 degrees .... •; Overhang pressures in the table above assume an internal pressure coefficient (Qci) of 0 0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 10.2 psf) qp = 0.0 psf -"SSE A = pressure towards building (pos) _. \SE B = pressure away from bldg (neg) Walls Area Negative Zone 4 Negative Zone E Positive Zone 4 & )olid Parapet Pressure Surface Pressure (psf) User input 10 sf 100 sf 500 sf 40 sf ;ASE A: Interior zone: Corner zone: 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ;ASE B : Interior zone: Corner zone: 0.0 1 0.01 0.0 0.01 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) User input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.28 -1.10 -0.98 -72.4 -62.4 -55.4 -65.4 -59.4 -1.58 -1.23 -0.98 -89.4 -69.4 -55.4 -75.4 -63.4 1.18 1.00 0.88 1 66.8 56.8 49.81 59.8 53.8 a Roofs w/ 6 5 10° and all walls h>60' Walls h:5 60' & alt design h<90' I I I I I I I I I I I 2 1 I I I I I I I 2 12 1 1 1 I 1 2 I I I I I I I (DII(D I I I I I I I Monoslope roofs 10°<05300 <_ 60' & alt design h<90' 1 Multispan Gable & Gable 70 < 0:5 45° 1 fi 2a 2a 3 2_ _ 2_ L3 I 2 I • 20 2 Oil ••• • 2TT .. .... Gable, Sawtooth end': '0 Multispan Gable 0:5 7 degrees 8$ ••��• ; • • "brioslgpe roqfs Monoslope 5 3 degrees : ... 30 < 9 5.*fV'; h <_ 60' &alt design h<90' h 5 Bi' & alt design h<! r Hip 70 < 0 5 270 Stepped roofs 0:5 30 h <_ 60' & alt design h<90' A B C D Sawtooth 10° < 0 s 4 h:5 60'& alt design h<! 2. Concrete Slender Wall Description : concrete wall Code References T Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:16AM = P:117211720029 325 Northeast 104 street, MI-I'Malculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 . . .... ...... Calculations per ACI 318-11 Sec 14.8, IBC 2012, CBC 2013, ASCE 7-10 0 0; 90 • • • • • • • • • Load Combinations Used :IBC 2012 ...... • General Information • • • • • fc : Concrete 28 day strength = 3.0 ksi Wall Thickness 6.0 in Temp Diff across thickness :i �f. • • Fy : Rebar Yield = 60.0 ksi Rebar at wall center Min Allow Out-of-Rlaried]et Ratio '.rL N O O 0 • • • • • Ec : Concrete Elastic Modulus = 3,122.0 ksi Rebar "d" distance in Minimum Vertical SteaV/4 0 = 00.0020 • k : Lt Wt Conc Factor = 1.0 Lower Level Rebar ... Using Stiff. Reduc?lon Facjor per ACI R.1D.12.3 Fr: Rupture Modulus = 273.861 psi Bar Size ## 4 • • • • • • Max % of p balanced = 0.01355 Bar Spacing 12.0 in • • • • • .... Max Pu/Ag = fc' = 0.060 • Concrete Density = 144.0 pcf Width of Design Strip = 12.0 in One -Story Wall Dimensions A Clear Height = 11.10 ft B B Parapet height = ft I I Wall Support Condition Top & Bottom Pinned Vertical Loads 1 Vertical Uniform Loads ... (Applied per foot of Strip Width) DL : Dead Lr : Roof Live Lf : Floor Live S : Snow W : Wind Ledger Load Eccentricity in 0.330 0.330 k/ft Concentric Load k/ft —Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 75.40 psf Wall Weight Seismic Load Input Method Seismic Wall Lateral Load Fp 1.0 Direct entry of Lateral Wall Weight psf 0.0 psf 10 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr' Pnnted: 17 FEB 2017, 10.1SAM Concrete Slender Wall File= P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06009148 Licensee: ENGQUEST Consulting Inc Description : concrete wall • • • • _ _ • • 0000 0000•• Results reported for "S1nipW;Jth" of412.0 in • DESIGN SUMMARY Governing Load Combination ... Actual Values ... "'; • • Alldwable:/alues ! � • • • PASS Moment Capacity Check Maximum Bending Stress Ratio = 0. ,lff"' +0.90D+W+0.90H Max Mu 1.161 k -ft Al **% 0"", 2.6,11 k -ft • PASS Service Deflection Check Actual Defl. Ratio U 2,622 Allowable Defl. Rat o* * 150;09• W Only Max. Deflection 0.05081 in •00 • .00• elan PASS Axial Load Check Max Pu / Ag 19.937 psi Allow. Defi 0.888C M;' +1.20D+0.50Lr+0.50L+W+1.60H Location 5.365 ft 180.0 psi, PASS Reinforcing Limit Check •• :. •.:. 0.00.0 Controlling As/bd 0.005556 :As/bd �-* 0.0 rhb bal 0.01 3N Maximum Reactions ... for Load Combination.... • Top Horizontal W Only 0.4185 k Base Horizontal W Only 0.4185 k Vertical Reaction +D+Lr+H 1.459 k Design Maximum Combinations - Moments Results reported for "Strip Width" = 12 in. Axial Load Moment Values 0.6 * Load Combination Pu 0.06*fc*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k -ft k -ft k -ft in^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 5.18 to 5.55 1.435 12.960 1.64 0.58 0.90 2.80 0.200 0.0056 0.0135 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 5.18 to 5.55 0.907 12.960 1.64 0.58 0.90 2.70 0.200 0.0056 0.0135 +1.20D+0.50Lr+0.50L+W+1.60H at 5.18 to 5. 1.072 12.960 1.64 1.16 0.90 2.73 0.200 0.0056 0.0135 +1.20D+0.50L+0.50S+W+1.60H at 5.18 to 5.5 0.907 12.960 1.64 1.16 0.90 2.70 0.200 0.0056 0.0135 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +0.90D+W+0.90H at 5.18 to 5.55 0.681 12.960 1.64 1.16 0.90 2.66 0.200 0.0056 0.0135 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 Design Maximum Combinations - Deflections { Results reported for "Strip Width" = 12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k k -ft k -ft in^4 in^4 in^4 in 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 5.18 to 5.55 0.756 1.64 0.70 216.00 12.56 162.000 0.031 4,358.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.750Lr+0.750L+0.450W+H at 5.18 to 5.5 1.004 1.64 0.52 216.00 12.76 162.000 0.023 5,805.5 +D+0.750L+0.750S+0.450W+H at 5.18 to 5.55 0.756 1.64 0.52 216.00 12.56 162.000 0.023 5,810.7 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +0.60D+0.60W+0.60H at 5.18 to 5.55 0.454 1.64 0.70 216.00 12.31 162.000 0.031 4,362.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 1E 12 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:16AM Concrete Slender Wall File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW-06009148 Licensee: ENGQUIEST Consulting Inia Description : concrete wall .... . . .... ...... Results reporeerfor •.Strip Width" =612 in. • • Design Maximum Combinations - Deflections Axial Load Moment Values Stiffness • • • •' • • . D�tTectfans • • • • • • Load Combination Pu Mcr Mactual I gross I cracked I eff9d itO • • Deflection • Defl. Ratio • k k-ft k-ft in^4 •••.•• in^4 i n^r1 • • • • in so** • • 0.000 0.00 0.00 0.00 0.00 o.V • • 0.000000 0.e • • • • W Only at 5.55 to 5.92 0.000 1.64 1.16 216.00 . . 11.95 IOU* •: 0.$I. •. 2,621%-000 0.000 0.00 0.00 0.00 0.00 .00:... 000 • • 0.1 • .. • 0.000 0.00 0.00 0.00 0.00 Q000 • ; 0.000 0.:..::. -Reactions - Vertical $ Horizontal • Results reported for "Strip 1Il/hith •= 12 in.• Load Combination Base Horizontal Top Horizontal • • • • Vertical Po Vail Base • • : +D+H 0.0 k 0.00 k ?129 k +D+L+H 0.0 k 0.00 k 1.129 k +D+Lr+H 0.0 k 0.00 k 1.459 k +D+S+H 0.0 k 0.00 k 1.129 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.377 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.129 k +D+0.60W+H 0.3 k 0.25 k 1.129 k +D+0.70E+H 0.0 k 0.00 k 1.129 k +D+0.750Lr+0.750L+0.450W+H 0.2 k 0.19 k 1.377 k +D+0.750L+0.750S+0.450W+H 0.2 k 0.19 k 1.129 k +D+0.750L+0.750S+0.5250E+H 0.0 k 0.00 k 1.129 k +0.60D+0.60W+0.60H 0.3 k 0.25 k 0.678 k +0.60D+0.70E+0.60H 0.0 k 0.00 k 0.678 k D Only 0.0 k 0.00 k 1.129 k Lr Only 0.0 k 0.00 k 0.330 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.4 k 0.42 k 0.000 k E Only 0.0 k 0.00 k 0.000 k H Only 0.0 k 0.00 k 0.000 k 12 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 9:55AM File = P117211720029 325 Northeast 104 street, MI-FUCalculation1325 northeast 104st.ec63. Wall Footing ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06009148 Licensee: ENGOLIEST Consulting Inc Description : CF02 a • • • • • • 9690 •66.6• Code References _ ' 6 • • • Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 0 0 0: 0 0 6 • • • • 0000 ••• • Load Combinations Used: IBC 2012 000900 6 • • 6 6 0 0 0 • Generallnformation 0000 ..9. . . 0000 0000 0000. Material Properties 60.00. Soil Design Values . 9 • .. . 06990 0 6 0 f : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing• • • • _ • • 2.0 ksf•.0 0 0 0 fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight • • • • • • = 6 Yes •' Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) : 0 0 = 6 2050.0 pcf0 0 0 0 ; 0 Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. 6 0 = ; • • • •0.30 cp Values Flexure Shear = 0-90 = 0.750 Increases based on footingDe 0 0 0 Depth 0 • 0 6 0 0 0 0 9 0 0 • • • 6 0 Analysis Settings Reference Depth below Surface ce = • & ft Min Steel % Bending Reinf. - Allow. Pressure Increase per foot of depth = ksf Min Allow /o Temp Reinf. _ - 0.00180 when base footing is below = ft Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width Min. Sliding Safety Factor = 1.0: 1 Allow. Pressure Increase per foot of width = ksf AutoCalc Footing Weight as DL Yes when footing is wider than = ft Adjusted Allowable Bearing Pressure = 2.145 ksf I Dimensions Rine forcing Footing Width = 2.0 ft Footing Thickness = 12.0 in Bars along X -X Axis Wall Thickness = 6.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00 Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 5 from center of footing = 0 in Applied Loads D Lr L S P: Column Load = OB : Overburden = V -x = M-zz = Vx applied = 1.089 0.2970 in above top of footing W EH k ksf 0.3590 k k -ft 13 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 9:55AM Wall Footing File = P:117211720029 325 Northeast 104 street, MI-I'Malculation1325 northeast 104st.ec6 g ENERCALC. INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : CF02 0.0 in 0.6895 ksf 0.6895 ksf 006* +D+L+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf • • •••• •••••• DESIGN SUMMARY - 2.145 ksf 0.0 in 0.8380 ksf • • • 101w* 0.391 Factor of Safety Item Applied Capacity "' 376erning Lvhd Eombinat • PASS 3.841 Overturning - Z -Z 0.2154 k -ft 0.8274 k -ft 0009.9 +0.60D+Q+60W+0.60H . • • . PASS 1.152 Sliding - X -X 0.2154 k 0.2482 k • „ • ' .... +0.6017+p,CPYOF0.60H PASS n/a Uplift 0.0 k 0.0 k • • • 000000 & Uaft • • 0.470 +D+0.70E+H 2.145 ksf 0.0 in 0.6895 ksf • • . 000060 . .. ...... 0.321 Utilization Ratio Item Applied Capacity •. o •Governing Loot Combination • PASS 0.4848 Soil Bearing 1.040 ksf 2.145 ksf . 0 • • +D+0.Wr.+Q I50L+0! • • • • PASS 0.03027 Z Flexure (+X) 0.3671 k -ft 12.131 k -ft .'. +1.2017+0.50Lr+0.50L+• • PASS 0.01439 Z Flexure (-X) 0.1745 k -ft 12.131 k -ft • ' +0.9017+f+Q.90H • • PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 psi War PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis 8r Actual Soil Bearing Stress Actual / Allowable Load Combination... Gross Allowable Xecc -X +X Ratio +D+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf 0.321 +D+L+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf 0.321 +D+Lr+H 2.145 ksf 0.0 in 0.8380 ksf 0.8380 ksf 0.391 +D+S+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf 0.321 +D+0.750Lr+0.750L+H 2.145 ksf 0.0 in 0.8009 ksf 0.8009 ksf 0.373 +D+0.750L+0.750S+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf 0.321 +D+0.60W+H 2.145 ksf 1.874 in 0.3707 ksf 1.008 ksf 0.470 +D+0.70E+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf 0.321 +D+0.750Lr+0.750L+0.450W+H 2.145 ksf 1.210 in 0.5618 ksf 1.040 ksf 0.485 +D+0.750L+0.750S+0.450W+H 2.145 ksf 1.406 in 0.4504 ksf 0.9286 ksf 0.433 +D+0.750L+0.750S+0.5250E+H 2.145 ksf 0.0 in 0.6895 ksf 0.6895 ksf 0.321 +0.6017+0.60W+0.60H 2.145 ksf 3.124 in 0.09491 ksf 0.7325 ksf 0.342 +0.60D+0.70E+0.60H2.145 ksf 0.0 in 0.4137 ksf 0.4137 ksf 0.193 Overtuming Stability ___7Units : k -ft Rotation Axis 8r Load Combination... Overturning Moment Resisting Moment Stability Ratio Status +D+H None 0.0 k -ft Infinitv OK +D+L+H None 0.0 k -ft Infinitv OK +D+Lr+H None 0.0 k -ft Infinitv OK +D+S+H None 0.0 k -ft Infinitv OK +D+0.750Lr+0.750L+H None 0.0 k -ft Infinitv OK +D+0.750L+0.750S+H None 0.0 k -ft Infinitv OK +D+0.60W+H 0.2154 k -ft 1.379 k -ft 6.402 OK +D+0.70E+H None 0.0 k -ft Infinitv OK +D+0.750Lr+0.750L+0.450W+H 0.1616 k -ft 1.602 k -ft 9.915 OK +D+0.750L+0.750S+0.450W+H 0.1616 k -ft 1.379 k -ft 8.536 OK +D+0.750L+0.750S+0.5250E+H None 0.0 k -ft Infinitv OK +0.6017+0.60W+0.60H 0.2154 k -ft 0.8274 k -ft 3.841 OK +0.60D+0.70E+0.60H__ None 0.0 k -ft Infinitv OK _ _ Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status +D+H 0.0 k 0.4137 k No Sliding OK +D+L+H 0.0 k 0.4137 k No Slidinq OK +D+Lr+H 0.0 k 0.5028 k No Slidinq OK +D+S+H 0.0 k 0.4137 k No Slidinq OK +D+0.750Lr+0.750L+H 0.0 k 0.4805 k No Slidinq OK +D+0.750L+0.750S+H 0.0 k 0.4137 k No Slidinq OK +D+0.60W+H 0.2154 k 0.4137 k 1.921 OK +D+0.70E+H 0.0 k 0.4137 k No Slidinq OK +D+0.750Lr+0.750L+0.450W+H 0.1616 k 0.4805 k 2.974 OK +D+0.750L+0.750S+0.450W+H 0.1616 k 0.4137 k 2.561 OK +D+0.750L+0.750S+0.5250E+H 0.0 k 0.4137 k No Slidinq OK +0.60D+0.60W+0.60H 0.2154 k 0.2482 k 1.152 OK 14 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 9:55AM Wall Footing File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 9 ENERCALC. INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : CF02 _ 0000 _ • 0000 .0.... Sliding Stability • 0. • : 0 0 • 0 .. 0.. .. Force Application Axis 000 • • • 0:0 Load Combination... Sliding Force Resisting Force SR ;4'SafetyRatio • Status • 0 +0.60D+0.70E+0.60H 0.0 k 0.2482 k *0000 Wo Sliding" • • 0 0 OK • • Footing Flexure --1 • • • • 000* •••00 Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As A t • ; • PhFyn • • • • • k -ft Side ? or Top ? in^2 in^2 'R^2• • • • It -ft •Stakwe +1.40D+1.60H 0.2715 -X Bottom 0.2592 Min Temp % • 00 $1 • 12.131 tK +1.40D+1.60H 0.2715 +X Bottom 0.2592 Min Temp % • 0.31 :... :2.131 0.0 CM• +1.20D+0.50Lr+1.60L+1.60H 0.2536 -X Bottom 0.2592 Min Temp % ; . G31 • 12.131 - +1.20D+0.50Lr+1.60L+1.60H 0.2536 +X Bottom 0.2592 Min Temp % • • 0.91 ... 1 .131 V • +1.20D+1.60L+0.50S+1.60H 0.2327 -X Bottom 0.2592 Min Temp % 0.31 •01.131 OK , +1.20D+1.60L+0.50S+1.60H 0.2327 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.2995 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+1.60Lr+0.50L+1.60H 0.2995 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+1.60Lr+0.50W+1.60H 0.2427 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+1.60Lr+0.50W+1.60H 0.3563 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.2327 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+1.60S+1.60H 0.2327 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+1.60S+0.50W+1.60H 0.1759 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+1.60S+0.50W+1.60H 0.2895 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+0.50Lr+0.50L+W+1.60H 0.14 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+0.50Lr+0.50L+W+1.60H 0.3671 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+0.50L+0.50S+W+1.60H 0.1191 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK , +1.20D+0.50L+0.50S+W+1.60H 0.3463 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.70S+E+1.60H 0.2327 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +1.20D+0.50L+0.70S+E+1.60H 0.2327 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+W+0.90H 0.06096 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+W+0.90H 0.2881 +X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+E+0.90H 0.1745 -X Bottom 0.2592 Min Temp % 0.31 12.131 OK +0.90D+E+0.90H 0.1745, Bottom 0.2592 Min Temp % 0.31 12.131 OK _ _ rOne Way Shear _+X Units : k Load Combination... Vu @ -X Vu @ +X Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+1.60L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60L+0.50S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50L+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60Lr+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+1.60S+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+1.60S+0.50W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50Lr+0.50L+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.50S+W+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +1.20D+0.50L+0.70S+E+1.60H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+W+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK +0.90D+E+0.90H 0 psi 0 psi 0 psi 82.158 psi 0 OK 15 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:O6AM 4. Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 r.r0•ENGQUEST Consulting Ir Description : 101601 .... Span # where maximum occurs Span # 1 Vertical Reactions Span= 10.10 ft Load Combination Cross Section __R_____ _rcing Details Overall MAXimum CODE REFERENCES Rectangular Section, Width = 6.0 in, Height =16.0 in • • +D+H • • Calculations per ACI 318-11, IBC 2012, ASCE 7-10 2.458 2.458 • • • • ' • • • • Load Combination Set: IBC 2012 • • • • • • Applied Loads T --7 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 2.458 2.458 .... '.... • .... ..• .... 1111aterial Properties Uniform Load : D = 0.030, Lr = 0.030 ksf, Tributary Width =13.0 ft 16 +D+0.750L+0.750S+0.450W+H DESIGN SUMMARY M T fcv2 = 3.0 ksi Phi Values Flexure : 0.90 Maximum Deflection ' ' • • • • • . • • • fr = fc * 7.50 = 410.792 psi Shear: 0.750 0 <360 Mn ` Phi: Allowable 43.855 k -ft •; . 00 Location of maximum on span 5.059 ft Max Upward Total Deflection 0.000 in Ratio = 999 <180 . • 0 • • • y Density = 145.0 pcf (3 = 0.850 000000 ••••• ' X LtWt Factor = 1.0 ....:. Elastic Modulus = 3,122.02 ksi Fy - Stirrups 60.0 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 • bin Span # where maximum occurs Span # 1 Vertical Reactions Span= 10.10 ft Load Combination Cross Section __R_____ _rcing Details Overall MAXimum 4.427 4.427 Rectangular Section, Width = 6.0 in, Height =16.0 in 1.475 1.475 +D+H Span #1 Reinforcing.... +D+L+H 2.458 2.458 244 at 2.50 in from Top, from 0.0 to 10.10 ft in this span 244 at 8.0 in from Top, from 0.0 to 10.10 ft in this span +D+S+H 245 at 2.50 in from Bottom, from 0.0 to 10.10 ft in this span 3.935 3.935 Applied Loads T --7 Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads 2.458 2.458 +D+0.70E+H Load for Span Number 1 +D+0.750Lr+0.750L+0.450W+H 3.935 3.935 Uniform Load : D = 0.030, Lr = 0.030 ksf, Tributary Width =13.0 ft 16 +D+0.750L+0.750S+0.450W+H DESIGN SUMMARY M T • Maximum Bending Stress Ratio = 0.351 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.014 in Ratio= 8489 >=36 Mu: Applied 15.403 k -ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Mn ` Phi: Allowable 43.855 k -ft Max Downward Total Deflection 0.045 in Ratio = 2675>=18 Location of maximum on span 5.059 ft Max Upward Total Deflection 0.000 in Ratio = 999 <180 Span # where maximum occurs Span # 1 Vertical Reactions �� Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.427 4.427 Overall MINimum 1.475 1.475 +D+H 2.458 2.458 +D+L+H 2.458 2.458 +D+Lr+H 4.427 4.427 +D+S+H 2.458 2.458 +D+0.750Lr+0.750L+H 3.935 3.935 +D+0.750L+0.750S+H 2.458 2.458 +D+0.60W+H 2.458 2.458 +D+0.70E+H 2.458 2.458 +D+0.750Lr+0.750L+0.450W+H 3.935 3.935 16 +D+0.750L+0.750S+0.450W+H 2.458 2.458 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06009148 Licensee: ENGQUEST Consulting Inc Description : D801 • • • • • Vert'�ical�Reactions Support notation : Far left is #1 ' • • • .' Load Combination Support 1 Support 2 �' . ' • • • • • • • :. +D+0.750L+0.750S+0.5250E+H 2.458 2.458 • • +0.60D+0.60W+0.60H 1.475 1.475 • . . • • +0.60D+0.70E+0.60H 1.475 1.475 • • • • • • • • • • • • • • D Only 2.458 2.458 : "; • • • • : • •' Lr Only 1.970 1.970 • • • ..... • L Only SOnly W Only ; • • • •••.•. • ••...• E Only • • H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k -ft) (k) (k) (k) Req'd Suggest +1.20D+1.60Lr+0.50W+1.60H 1 0.00 13.50 6.10 6.10 0.00 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.02 13.50 6.08 6.08 0.11 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.04 13.50 6.06 6.06 0.22 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.06 13.50 6.03 6.03 0.33 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.07 13.50 6.01 6.01 0.45 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.09 13.50 5.99 5.99 0.56 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.11 13.50 5.97 5.97 0.67 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.13 13.50 5.94 5.94 0.78 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.15 13.50 5.92 5.92 0.88 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.17 13.50 5.90 5.90 0.99 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.18 13.50 5.88 5.88 1.10 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.20 13.50 5.86 5.86 1.21 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.22 13.50 5.83 5.83 1.32 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.24 13.50 5.81 5.81 1.42 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.26 13.50 5.79 5.79 1.53 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.28 13.50 5.77 5.77 1.64 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.29 13.50 5.74 5.74 1.74 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.31 13.50 5.72 5.72 1.85 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.33 13.50 5.70 5.70 1.95 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.35 13.50 5.68 5.68 2.06 1.00 8.23 PhiVc12 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.37 13.50 5.66 5.66 2.16 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.39 13.50 5.63 5.63 2.27 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.40 13.50 5.61 5.61 2.37 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.42 13.50 5.59 5.59 2.47 1.00 8.23 PhiVc12 < Vu <= Min'11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.44 13.50 5.57 5.57 2.58 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.46 13.50 5.54 5.54 2.68 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.48 13.50 5.52 5.52 2.78 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.50 13.50 5.50 5.50 2.88 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.52 13.50 5.48 5.48 2.98 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.53 13.50 5.46 5.46 3.08 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.55 13.50 5.43 5.43 3.18 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.57 13.50 5.41 5.41 3.28 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.59 13.50 5.39 5.39 3.38 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.61 13.50 5.37 5.37 3.48 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.63 13.50 5.34 5.34 3.58 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.64 13.50 5.32 5.32 3.68 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.66 13.50 5.30 5.30 3.78 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.68 13.50 5.28 5.28 3.87 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.70 13.50 5.26 5.26 3.97 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.72 13.50 5.23 5.23 4.07 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.74 13.50 5.21 5.21 4.16 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.75 13.50 5.19 5.19 4.26 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 176.8 6.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017,10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC. INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : DBo1 • •• •••• •••••• 'Detailed Shear Information � • • 0.000. •.• .: _�• Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment • • • ;PhOVs Phi*Vr4 Spacin%(in) g Load Combination Number (ft) (in) Actual Design (k -ft) (k) • • • •(k) �l..Req'd 9�lggest•: +1.20D+1.60Lr+0.50W+1.60H 1 0.77 13.50 5.17 5.17 4.35 1.00 8.23 PhiVc/2 < Vu <= 0 • • W 11.4 • .394 • 6.8 ...C.0. +1.20D+1.60Lr+0.50W+1.60H 1 0.79 13.50 5.14 5.14 4.45 1.00 8.23 PhiVc/2 < Vu <_• • • f&V 1.4.6 • • • 30.6 6.8 .. ;6.4' +1.20D+1.60Lr+0.50W+1.60H 1 0.81 13.50 5.12 5.12 4.54 1.00 8.23 PhiVc/2 < Vu <a • W 11.4.6 36.6 0 6.8 • • 964 • +1.20D+1.60Lr+0.50W+1.60H 1 0.83 13.50 5.10 5.10 4.64 1.00 8.23 PhiVc/2 < Vu < ; • •V111.4.6 36.5 6.8 41 +1.20D+1.60Lr+0.50W+1.60H 1 0.85 13.50 5.08 5.08 4.73 1.00 8.23 PhiVc/2 < Vu Mir? 11.4.6 • 306 6.8• • •6.Q • +1.20D+1.60Lr+0.50W+1.60H 1 0.86 13.50 5.06 5.06 4.82 1.00 8.23 PhiVc/2 < Vu <� .• • • • A1Gp11.4.6 30.5 6.8• 6.0• +1.20D+1.60Lr+0.50W+1.60H 1 0.88 13.50 5.03 5.03 4.92 1.00 8.23 PhiVc/2 < Vu <_ •' MA 11.4.6 • • 010.5: 6.8: • • 1.6 i +1.20D+1.60Lr+0.50W+1.60H 1 0.90 13.50 5.01 5.01 5.01 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 3" 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.92 13.50 4.99 4.99 5.10 1.00 8.23 PhiVc/2 < Vu - Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.94 13.50 4.97 4.97 5.19 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.96 13.50 4.94 4.94 5.28 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.98 13.50 4.92 4.92 5.37 1.00 8.23 PhiVc12 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 0.99 13.50 4.90 4.90 5.46 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.01 13.50 4.88 4.88 5.55 0.99 8.21 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.03 13.50 4.86 4.86 5.64 0.97 8.17 PhiVc/2 < Vu <= Min 11.4.6 30.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.05 13.50 4.83 4.83 5.73 0.95 8.14 PhiVc/2 < Vu <= Min 11.4.6 30.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.07 13.50 4.81 4.81 5.82 0.93 8.10 PhiVc/2 < Vu <= Min 11.4.6 30.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.09 13.50 4.79 4.79 5.91 0.91 8.07 PhiVc/2 < Vu <= Min 11.4.6 30.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.10 13.50 4.77 4.77 6.00 0.89 8.03 PhiVc/2 < Vu <= Min 11.4.6 30.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,12 13.50 4.74 4.74 6.09 0.88 8.00 PhiVc/2 <Vu <= Min 11.4.6 30.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.14 13.50 4.72 4.72 6.17 0.86 7.97 PhiVc/2 < Vu - Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.16 13.50 4.70 4.70 6.26 0.84 7.94 PhiVc/2 < Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,18 13.50 4.68 4.68 6.35 0.83 7.91 PhiVc/2 <Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.20 13.50 4.66 4.66 6.43 0.81 7.88 PhiVc/2 < Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.21 13.50 4.63 4.63 6.52 0.80 7.85 PhiVc/2 < Vu <= Min 11.4.6 30.1 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.23 13.50 4.61 4.61 6.60 0.79 7.82 PhiVc/2 < Vu <= Min 11.4.6 30.1 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,25 13.50 4.59 4.59 6.69 0.77 7.80 PhiVc/2 <Vu <= Min 11.4.6 30.1 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.27 13.50 4.57 4.57 6.77 0.76 7.77 PhiVc12 < Vu <= Min 11.4.6 30.0 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,29 13.50 4.54 4.54 6.85 0.75 7.75 PhiVc/2 <Vu <= Min 11.4.6 30.0 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.31 13.50 4.52 4.52 6.94 0.73 7.72 PhiVc/2 < Vu <= Min 11.4.6 30.0 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.32 13.50 4.50 4.50 7.02 0.72 7.70 PhiVc/2 < Vu <= Min 11.4.6 30.0 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.34 13.50 4.48 4.48 7.10 0.71 7.68 PhiVc/2 < Vu <= Min 11.4.6 30.0 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.36 13.50 4.46 4.46 7.19 0.70 7.66 PhiVc12 < Vu <= Min 11.4.6 29.9 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.38 13.50 4.43 4.43 7.27 0.69 7.63 PhiVc/2 < Vu <= Min 11.4.6 29.9 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.40 13.50 4.41 4.41 7.35 0.68 7.61 PhiVc/2 < Vu <= Min 11.4.6 29.9 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.42 13.50 4.39 4.39 7.43 0.66 7.59 PhiVc/2 < Vu <= Min 11.4.6 29.9 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.43 13.50 4.37 4.37 7.51 0.65 7.57 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.45 13.50 4.34 4.34 7.59 0.64 7.55 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.47 13.50 4.32 4.32 7.67 0.63 7.53 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.49 13.50 4.30 4.30 7.75 0.62 7.52 PhiVc12 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.51 13.50 4.28 4.28 7.83 0.61 7.50 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.53 13.50 4.26 4.26 7.91 0.61 7.48 PhiVc12 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.55 13.50 4.23 4.23 7.98 0.60 7.46 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.56 13.50 4.21 4.21 8.06 0.59 7.45 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.58 13.50 4.19 4.19 8.14 0.58 7.43 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.60 13.50 4.17 4.17 8.22 0.57 7.41 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.62 13.50 4.14 4.14 8.29 0.56 7.40 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.64 13.50 4.12 4.12 8.37 0.55 7.38 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.66 13.50 4.10 4.10 8.44 0.55 7.37 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.67 13.50 4.08 4.08 8.52 0.54 7.35 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.69 13.50 4.06 4.06 8.59 0.53 7.34 PhiVc/2 < Vu - Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,71 13.50 4.03 4.03 8.67 0.52 7.32 PhiVc12 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.73 13.50 4.01 4.01 8.74 0.52 7.31 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.75 13.50 3.99 3.99 8.82 0.51 7.30 PhiVc/2 < Vu <= Min 11.4.6 29.6 86.8 1 F.8 6.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Pnnted: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description DB01 • • -00.01 Detailed Shear Information 60099: • • + • ++ �+ +...: • Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi'Vc Comment • • • "OVs Phi'Vrb Spacing, in) • Load Combination Number (ft) (in) Actual Design (k -ft) (k) + • • •(k) (]t ++Req'd 4go9t• +1.20D+1.60Lr+0.50W+1.60H 1 1.77 13.50 3.97 3.97 8.89 0.50 7.28 PhiVc/2 < Vu <_ • • 1N1h 11.4.6 • 0.G 6.8..40. +1.20D+1.60Lr+0.50W+1.60H 1 1.78 13.50 3.94 3.94 8.96 0.50 7.27 PhiVc/2 < Vu <_• • 1NhL•11.4.6 e •2 9.6 6.8 • . ;6 0. +1.20D+1.60Lr+0.50W+1.60H 1 1,80 13.50 3.92 3.92 9.04 0.49 7.26 PhiVcl2 < Vu <=• • W11.4.6 • 29.6 6.8 • • •64 • +1.20D+1.60Lr+0.50W+1.60H 1 1,82 13.50 3.90 3.90 9.11 0.48 7.24 PhiVc/2 < Vu < ;' • V11 29.5 6.8 0 +1.20D+1.60Lr+0.50W+1.60H 1 1,84 13.50 3.88 3.88 9.18 0.48 7.23 PhiVc/2 < Vu < ' Mirt11.4.6 • 6.8• • *0 • +1.20D+1.60Lr+0.50W+1.60H 1 1.86 13.50 3.86 3.86 9.25 0.47 7.22 PhiVc/2 < Vu <40' Oir,611.4.6 •?� • • 29.5 6.8• 6.0 • +1.20D+1.60Lr+0.50W+1.60H 1 1.88 13.50 3.83 3.83 9.32 0.46 7.21 PhiVc/2 < Vu <_ • • '11.4.6 Min • • • 79.5• • 6.8 : • • • • 6.a • +1.20D+1.60Lr+0.50W+1.60H 1 1,89 13.50 3.81 3.81 9.39 0.46 7.20 PhiVc/2 < Vu - Min 11.4.6 29'50 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.91 13.50 3.79 3.79 9.46 0.45 7.18 PhiVc/2 < Vu - Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.93 13.50 3.77 3.77 9.53 0.44 7.17 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1.95 13.50 3.74 3.74 9.60 0.44 7.16 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,97 13.50 3.72 3.72 9.67 0.43 7.15 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 1,99 13.50 3.70 3.70 9.74 0.43 7.14 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.01 13.50 3.68 3.68 9.80 0.42 7.13 PhiVc/2 < Vu - Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.02 13.50 3.66 3.66 9.87 0.42 7.12 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.04 13.50 3.63 3.63 9.94 0.41 7.11 PhiVc/2 < Vu - Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.06 13.50 3.61 3.61 10.01 0.41 7.10 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.08 13.50 3.59 3.59 10.07 0.40 7.09 PhiVc/2 < Vu - Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.10 13.50 3.57 3.57 10.14 0.40 7.08 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2,12 13.50 3.54 3.54 10.20 0.39 7.07 PhiVc/2 <Vu - Min 11.4.6 29.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.13 13.50 3.52 3.52 10.27 0.39 7.06 Vu < PhiVc/2 Not Reqd 1 7.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.15 13.50 3.50 3.50 10.33 0.38 7.05 Vu < PhiVc/2 Not Reqd 1 7.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.17 13.50 3.48 3.48 10.40 0.38 7.04 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.19 13.50 3.46 3.46 10.46 0.37 7.03 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2,21 13.50 3.43 3.43 10.52 0.37 7.02 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2,23 13.50 3.41 3.41 10.59 0.36 7.02 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2,24 13.50 3.39 3.39 10.65 0.36 7.01 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.26 13.50 3.37 3.37 10.71 0.35 7.00 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.28 13.50 3.34 3.34 10.77 0.35 6.99 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.30 13.50 3.32 3.32 10.83 0.34 6.98 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.32 13.50 3.30 3.30 10.90 0.34 6.97 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.34 13.50 3.28 3.28 10.96 0.34 6.97 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.35 13.50 3.26 3.26 11.02 0.33 6.96 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.37 13.50 3.23 3.23 11.08 0.33 6.95 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.39 13.50 3.21 3.21 11.14 0.32 6.94 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.41 13.50 3.19 3.19 11.19 0.32 6.94 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.43 13.50 3.17 3.17 11.25 0.32 6.93 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.45 13.50 3.14 3.14 11.31 0.31 6.92 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.47 13.50 3.12 3.12 11.37 0.31 6.91 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.48 13.50 3.10 3.10 11.43 0.31 6.91 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 2.50 13.50 3.08 3.08 11.48 0.30 6.90 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.52 13.50 3.06 3.06 11.54 0.30 6.89 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.54 13.50 3.03 3.03 11.59 0.29 6.89 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.56 13.50 3.01 3.01 11.65 0.29 6.88 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.58 13.50 2.99 2.99 11.71 0.29 6.87 Vu < PhiVc/2 Not Reqd 1 6.9, 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.59 13.50 2.97 2.97 11.76 0.28 6.86 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.61 13.50 2.94 2.94 11.81 0.28 6.86 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.63 13.50 2.92 2.92 11.87 0.28 6.85 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.65 13.50 2.90 2.90 11.92 0.27 6.85 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.67 13.50 2.88 2.88 11.98 0.27 6.84 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.69 13.50 2.86 2.86 12.03 0.27 6.83 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.70 13.50 2.83 2.83 12.08 0.26 6.83 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2,72 13.50 2.81 2.81 12.13 0.26 6.82 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 2.74 13.50 2.79 2.79 12.18 0.26 6.81 Vu < PhiVc/2 Not Reqd 1 6.8 g0.0 10.0 0.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC. INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description: DBOt Detailed Shear Information � ; .'. •••• •••••. • • • •.. Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment i Vs Phi'Vft SpacinC" • Load Combination Number (ft) (in) Actual Design (k -ft) (k) . 0000 (C) • M • • �eq'd Suggest +1.20D+1.6OLr+0.50W+1.60H 1 2.76 13.50 2.77 2.77 12.23 0.25 6.81 Vu < PhiVcl2 Not Reqd 1 • tt 0.0 • •;Sb +1.20D+1.6OLr+0.50W+1.60H• 1 2.78 13.50 2.74 2.74 12.29 0.25 6.80 • • • • • Vu < PhiVcl2 • NotiRegd 1 • • • • 6%• 0.0• • • •Q.I! +1.20D+1.6OLr+0.50W+1.60H 1 2.80 13.50 2.72 2.72 12.34 0.25 6.80 Vu < PhiVcl2 • • rt Red 1 q • %li 0.0• • • t1. • +1.20D+1.6OLr+0.50W+1.60H 1 2.81 13.50 2.70 2.70 12.39 0.25 6.79 Vu < PhiVcl2 : • • .0 • NoN•Regd 1 • 6.8 0.0 ft.Q +1.20D+1.6OLr+0.50W+1.60H 1 2.83 13.50 2.68 2.68 12.44 0.24 6.79 • Vu < PhiVcl2 • Not Reqd 1 � • • -6i8• 0.0• • • �.ft • +1.20D+1.6OLr+0.50W+1.60H 1 2.85 13.50 2.66 2.66 12.48 0.24 6.78 Vu < PhiVcl2 • • •'NoCRegd 1 6.8 0.0: a • Q Q +1.20D+1.60Lr+0.50W+1.60H 1 2,87 13.50 2.63 2.63 12.53 0.24 6.77 Vu < PhiVcl2 Not Reqd 1 • • • •6.; OA 0.0• +1.20D+1.6OLr+0.50W+1.60H 1 2.89 13.50 2.61 2.61 12.58 0.23 6.77 Vu < PhiVcl2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 2.91 13.50 2.59 2.59 12.63 0.23 6.76 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 2.93 13.50 2.57 2.57 12.68 0.23 6.76 Vu < PhiVcl2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 2,94 13.50 2.54 2.54 12.72 0.22 6.75 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 2.96 13.50 2.52 2.52 12.77 0.22 6.75 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 2.98 13.50 2.50 2.50 12.82 0.22 6.74 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.00 13.50 2.48 2.48 12.86 0.22 6.74 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.02 13.50 2.46 2.46 12.91 0.21 6.73 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.04 13.50 2.43 2.43 12.95 0.21 6.73 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.05 13.50 2.41 2.41 13.00 0.21 6.72 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.07 13.50 2.39 2.39 13.04 0.21 6.72 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.09 13.50 2.37 2.37 13.08 0.20 6.71 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.11 13.50 2.34 2.34 13.13 0.20 6.71 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.13 13.50 2.32 2.32 13.17 0.20 6.70 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.15 13.50 2.30 2.30 13.21 0.20 6.70 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.16 13.50 2.28 2.28 13.26 0.19 6.69 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.18 13.50 2.26 2.26 13.30 0.19 6.69 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.20 13.50 2.23 2.23 13.34 0.19 6.68 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H t 3.22 13.50 2.21 2.21 13.38 0.19 6.68 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.24 13.50 2.19 2.19 13.42 0.18 6.67 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.26 13.50 2.17 2.17 13.46 0.18 6.67 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.27 13.50 2.14 2.14 13.50 0.18 6.66 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.29 13.50 2.12 2.12 13.54 0.18 6.66 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.31 13.50 2.10 2.10 13.58 0.17 6.65 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.33 13.50 2.08 2.08 13.62 0.17 6.65 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.35 13.50 2.06 2.06 13.65 0.17 6.65 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.37 13.50 2.03 2.03 13.69 0.17 6.64 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.39 13.50 2.01 2.01 13.73 0.16 6.64 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.40 13.50 1.99 1.99 13.77 0.16 6.63 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.42 13.50 1.97 1.97 13.80 0.16 6.63 Vu < PhiVc/2' Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.44 13.50 1.94 1.94 13.84 0.16 6.62 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.200+1.6OLr+0.50W+1.60H 1 3.46 13.50 1.92 1.92 13.87 0.16 6.62 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.48 13.50 1.90 1.90 13.91 0.15 6.62 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.50 13.50 1.88 1.88 13.94 0.15 6.61 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.51 13.50 1.86 1.86 13.98 0.15 6.61 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.53 13.50 1.83 1.83 14.01 0.15 6.60 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.55 13.50 1.81 1.81 14.05 0.15 6.60 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.57 13.50 1.79 1.79 14.08 0.14 6.60 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.59 13.50 1.77 1.77 14.11 0.14 6.59 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.61 13.50 1.74 1.74 14.14 0.14 6.59 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.62 13.50 1.72 1.72 14.18 0.14 6.58 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.64 13.50 1.70 1.70 14.21 0.13 6.58 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.66 13.50 1.68 1.68 14.24 0.13 6.58 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.68 13.50 1.66 1.66 14.27 0.13 6.57 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.70 13.50 1.63 1.63 14.30 0.13 6.57 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.6OLr+0.50W+1.60H 1 3.72 13.50 1.61 1.61 14.33 0.13 6.56 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 +1.200+1.6OLr+0.50W+1.60H 1 3.73 13.50 1.59 1.59 14.36 0.12 6.56 Vu < PhiVc/2 Not Req Reqd 1 6.6 2p0.0 U .0 0.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI•FLICalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : DB01 ; •' • • • • • • • . • . • • Detailed Shear Information I "';" .••*•: •..:% Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment MVs Phi'Vft Spacinin� • Load Combination Number (ft) (in) Actual Design (k -ft) (k) •"' •�C) >1 • • Reqd ggest'; +1.20D+1.60Lr+0.50W+1.60H 1 3.75 13.50 1.57 1.57 14.39 0.12 6.56 Vu < PhiVcl2 of Reqd 1 " t.E 0.0 • • •0!P +1.20D+1.60Lr+0.50W+1.60H 1 3.77 13.50 1.54 1.54 14.42 0.12 6.55 < ' Vu PhiVcl2 • Not�egd 1 •• . � 6.15 •.: ' 0.0 DB +1.20D+1.60Lr+0.50W+1.60H 1 3.79 13.50 1.52 1.52 14.44 0.12 6.55 < " " Vu PhiVc/2 Not Reqd 1 • �S . • • 0.0 tl.9 +1.20D+1.60Lr+0.50W+1.60H 1 3.81 13.50 1.50 1.50 14.47 0.12 6.55 Vu < PhiVc/2 Not Reqd 1 -6.5 0.0 e.Q +1.20D+1.60Lr+0.50W+1.60H 1 3.83 13.50 1.48 1.48 14.50 0.11 6.54 Vu < PhiVc/2 Not Reqd 1 : • • 46% 0.0" • &0 • +1.20D+1.60Lr+0.50W+1.60H 1 3.84 13.50 1.46 1.46 14.53 0.11 6.54 • Vu < PhiVc/2 • 4orRegd 1 6.5 0.0; • • Y +1.20D+1.60Lr+0.50W+1.60H 1 3.86 13.50 1.43 1.43 14.55 0.11 6.53 Vu < PhiVc/2 • Not Reqd 1 • •.6.� 0.0' 0.0' +1.20D+1.60Lr+0.50W+1.60H 1 3.88 13.50 1.41 1.41 14.58 0.11 6.53 Vu < PhiVc/2 Not Reqd 1 6 5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.90 13.50 1.39 1.39 14.60 0.11 6.53 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.92 13.50 1.37 1.37 14.63 0.11 6.52 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.94 13.50 1.34 1.34 14.66 0.10 6.52 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.96 13.50 1.32 1.32 14.68 0.10 6.52 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.97 13.50 1.30 1.30 14.70 0.10 6.51 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 3.99 13.50 1.28 1.28 14.73 0.10 6.51 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.01 13.50 1.26 1.26 14.75 0.10 6.51 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.03 13.50 1.23 1.23 14.77 0.09 6.50 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.05 13.50 1.21 1.21 14.80 0.09 6.50 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.07 13.50 1.19 1.19 14.82 0.09 6.49 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.08 13.50 1.17 1.17 14.84 0.09 6.49 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.10 13.50 1.14 1.14 14.86 0.09 6.49 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.12 13.50 1.12 1.12 14.88 0.08 6.48 Vu < PhiVcl2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.14 13.50 1.10 1.10 14.90 0.08 6.48 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.16 13.50 1.08 1.08 14.92 0.08 6.48 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.18 13.50 1.06 1.06 14.94 0.08 6.47 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.19 13.50 1.03 1.03 14.96 0.08 6.47 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.21 13.50 1.01 1.01 14.98 0.08 6.47 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.23 13.50 0.99 0.99 15.00 0.07 6.46 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.25 13.50 0.97 0.97 15.02 0.07 6.46 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.27 13.50 0.94 0.94 15.03 0.07 6.46 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.29 13.50 0.92 0.92 15.05 0.07 6.45 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.30 13.50 0.90 0.90 15.07 0.07 6.45 Vu < PhiVcl2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.32 13.50 0.88 0.88 15.08 0.07 6.45 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.34 13.50 0.86 0.86 15.10 0.06 6.44 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.36 13.50 0.83 0.83 15.12 0.06 6.44 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.38 13.50 0.81 0.81 15.13 0.06 6.44 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.40 13.50 0.79 0.79 15.15 0.06 6.43 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.42 13.50 0.77 0.77 15.16 0.06 6.43 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.43 13.50 0.74 0.74 15.17 0.06 6.43 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.45 13.50 0.72 0.72 15.19 0.05 6.42 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.47 13.50 0.70 0.70 15.20 0.05 6.42 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.49 13.50 0.68 0.68 15.21 0.05 6.42 Vu < PhiVcl2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.51 13.50 0.66 0.66 15.23 0.05 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.53 13.50 0.63 0.63 15.24 0.05 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.54 13.50 0.61 0.61 15.25 0.05 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.56 13.50 0.59 0.59 15.26 0.04 6.41 Vu < PhiVcl2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.58 13.50 0.57 0.57 15.27 0.04 6.40 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.60 13.50 0.54 0.54 15.28 0.04 6.40 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.62 13.50 0.52 0.52 15.29 0.04 6.40 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.64 13.50 0.50 0.50 15.30 0.04 6.39 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.65 13.50 0.48 0.48 15.31 0.04 6.39 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.67 13.50 0.46 0.46 15.32 0.03 6.39 Vu < PhiVcl2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.69 13.50 0.43 0.43 15.33 0.03 6.38 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.71 13.50 0.41 0.41 15.33 0.03 6.38 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.73 13.50 0.39 0.39 15.34 0.03 6.38 Vu < PhiVc/2 Not Reqd 1 6.4 10.0 2 0.0 0.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Punted: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 ENERCALC. INC. 1983-2017. Build:6.17.1.31. Ver:6.17.1.31 Description : D601 0• .... - Detailed Shear Information • • •; • • •. �.: ... �; • Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment *MtVs Phi*VA Spacin;tnJ Load Combination Number (ft) (in) Actual Design (k -ft) (k) ."• *w ,"• • Req'd ggest': +1.20D+1.60Lr+0.50W+1.60H 1 4.75 13.50 0.37 0.37 15.35 0.03 6.37 Vu < PhiVcl2 not Reqd 1 ' • 15.E 0.0 • • •4+.4+ +1.20D+1.60Lr+0.50W+1.60H 1 4.76 13.50 0.34 0.34 15.35 0.03 6.37 Vu < PhiVc/2 • �: Not:Zegd 1 :'. 6.1. 0.0 • • . 04 +1.20D+1.60Lr+0.50W+1.60H 1 4.78 13.50 0.32 0.32 15.36 0.02 6.37 • • Vu < PhiVc12 Not Red 1 q � M0.0• • •S.Q • +1.20D+1.60Lr+0.50W+1.60H 1 4.80 13.50 0.30 0.30 15.37 0.02 6.36 ; "• Vu < PhiVcl2 1Jol'•N2egd 1 �.4 0.0 % +1.20D+1.60Lr+0.50W+1.60H 1 4.82 13.50 0.28 0.28 15.37 0.02 6.36 Vu < PhiVc/2 Not Reqd 1 : • • .6% 0.0• •' 11.1 • +1.20D+1.60Lr+0.50W+1.60H 1 4.84 13.50 0.26 0.26 15.38 0.02 6.36 ,, Vu < PhiVc/2 • 40:Regd 1 • 6.4 0.0; .. DD; +1.20D+1.60Lr+0.50W+1.60H 1 4.86 13.50 0.23 0.23 15.38 0.02 6.35 Vu < PhiVc/2 � Not Reqd 1 • x.6.4 0.0' 0.06 +1.20D+1.60Lr+0.50W+1.60H 1 4.88 13.50 0.21 0.21 15.39 0.02 6.35 Vu < PhiVc/2 Not Reqd 1 6 4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.89 13.50 0.19 0.19 15.39 0.01 6.35 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.91 13.50 0.17 0.17 15.39 0.01 6.35 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.93 13.50 0.14 0.14 15.39 0.01 6.34 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.95 13.50 0.12 0.12 15.40 0.01 6.34 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.97 13.50 0.10 0.10 15.40 0.01 6.34 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 4.99 13.50 0.08 0.08 15.40 0.01 6.33 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.00 13.50 0.06 0.06 15.40 0.00 6.33 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.02 13.50 0.03 0.03 15.40 0.00 6.33 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.04 13.50 0.01 0.01 15.40 0.00 6.32 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.06 13.50 -0.01 0.01 15.40 0.00 6.32 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.08 13.50 -0.03 0.03 15.40 0.00 6.33 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.10 13.50 -0.06 0.06 15.40 0.00 6.33 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.11 13.50 -0.08 0.08 15.40 0.01 6.33 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.13 13.50 -0.10 0.10 15.40 0.01 6.34 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.15 13.50 -0.12 0.12 15.40 0.01 6.34 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.17 13.50 -0.14 0.14 15.39 0.01 6.34 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.19 13.50 -0.17 0.17 15.39 0.01 6.35 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.21 13.50 -0.19 0.19 15.39 0.01 6.35 Vu < PhiVc/2 Not Reqd 1 6.3 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.22 13.50 -0.21 0.21 15.39 0.02 6.35 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.24 13.50 -0.23 0.23 15.38 0.02 6.35 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.26 13.50 -0.26 0.26 15.38 0.02 6.36 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.28 13.50 -0.28 0.28 15.37 0.02 6.36 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.30 13.50 -0.30 0.30 15.37 0.02 6.36 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.32 13.50 -0.32 0.32 15.36 0.02 6.37 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.34 13.50 -0.34 0.34 15.35 0.03 6.37 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.35 13.50 -0.37 0.37 15.35 0.03 6.37 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.37 13.50 -0.39 0.39 15.34 0.03 6.38 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.39 13.50 -0.41 0.41 15.33 0.03 6.38 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.41 13.50 -0.43 0.43 15.33 0.03 6.38 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.43 13.50 -0.46 0.46 15.32 0.03 6.39 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.45 13.50 -0.48 0.48 15.31 0.04 6.39 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.46 13.50 -0.50 0.50 15.30 0.04 6.39 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.48 13.50 -0.52 0.52 15.29 0.04 6.40 Vu < PhiVcl2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.50 13.50 -0.54 0.54 15.28 0.04 6.40 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.52 13.50 -0.57 0.57 15.27 0.04 6.40 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.54 13.50 -0.59 0.59 15.26 0.04 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.56 13.50 -0.61 0.61 15.25 0.05 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.57 13.50 -0.63 0.63 15.24 0.05 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.59 13.50 -0.66 0.66 15.23 0.05 6.41 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.61 13.50 -0.68 0.68 15.21 0.05 6.42 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.63 13.50 -0.70 0.70 15.20 0.05 6.42 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.65 13.50 -0.72 0.72 15.19 0.05 6.42 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.67 13.50 -0.74 0.74 15.17 0.06 6.43 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.68 13.50 -0.77 0.77 15.16 0.06 6.43 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.70 13.50 -0.79 0.79 15.15 0.06 6.43 Vu < PhiVc/2 Not Reqd 1 6.4 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.72 13.50 -0.81 0.81 15.13 0.06 6.44 Vu < PhiVc/2 Not Reqd 1 6.4 2 1.0 0.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Punted: 17 FEB 2017, 10:08AM Concrete Beam Fite = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : DB01 ; •' • • • • • Detailed Shear Information "'; • • • • • • ....:. Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment F?h4Vs Phi`VR SpacinTQnJ . Load Combination Number (ft) (in) Actual Design (k -ft) (k) . • • • %) • M • • Req'd Suggest! +1.20D+1.60Lr+0.50W+1.60H 1 5.74 13.50 -0.83 0.83 15.12 0.06 6.44 Vu < PhiVcl2 • • Not Reqd 1 • • t A 0.0 • • •8+.@1 +1.20D+1.60Lr+0.50W+1.60H 1 5.76 13.50 -0.86 0.86 15.10 0.06 6.44 • Vu < PhiVcl2 • • • • • • Notr2egd 1 • • • . 6.'d• 0.0 . • . • �.a +1.20D+1.60Lr+0.50W+1.60H 1 5.78 13.50 0.88 0.88 15.08 0.07 6.45 Vu < PhiVc/2 • • • Not Reqd 1 • • %.4 0.0 • .. t3.Q • +1.20D+1.60Lr+0.50W+1.60H 1 5.80 13.50 -0.90 0.90 15.07 0.07 6.45 Vu < PhiVcl2 : • • • • T1oHReq d 1 %.5 0.0 E.p +1.20D+1.60Lr+0.50W+1.60H 1 5.81 13.50 -0.92 0.92 15.05 0.07 6.45 Vu < PhiVc/2 • N•ot Reqd 1 : • • 46 0.0• • • G.b • +1.20D+1.60Lr+0.50W+1.60H• 1 5.83 13.50 -0.94 0.94 15.03 0.07 6.46 Vu < PhiVc/2 • 1 6.5 0.0; � • jl,� • +1.20D+1.60Lr+0.50W+1.60H 1 5.85 13.50 -0.97 0.97 15.02 0.07 6.46 Vu < PhiVc/2 � •'NotRegd Not Reqd 1 • • • •6.4 • 0.0• 0.00 +1.20D+1.60Lr+0.50W+1.60H 1 5.87 13.50 -0.99 0.99 15.00 0.07 6.46 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.89 13.50 -1.01 1.01 14.98 0.08 6.47 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.91 13.50 -1.03 1.03 14.96 0.08 6.47 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.92 13.50 -1.06 1.06 14.94 0.08 6.47 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.94 13.50 -1.08 1.08 14.92 0.08 6.48 Vu < PhiVcl2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.96 13.50 -1.10 1.10 14.90 0.08 6.48 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 5.98 13.50 -1.12 1.12 14.88 0.08 6.48 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.00 13.50 -1.14 1.14 14.86 0.09 6.49 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.02 13.50 -1.17 1.17 14.84 0.09 6.49 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.03 13.50 -1.19 1.19 14.82 0.09 6.49 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.05 13.50 -1.21 1.21 14.80 0.09 6.50 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.07 13.50 -1.23 1.23 14.77 0.09 6.50 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.09 13.50 -1.26 1.26 14.75 0.10 6.51 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.11 13.50 -1.28 1.28 14.73 0.10 6.51 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.13 13.50 -1.30 1.30 14.70 0.10 6.51 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.14 13.50 -1.32 1.32 14.68 0.10 6.52 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.16 13.50 -1.34 1.34 14.66 0.10 6.52 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.18 13.50 -1.37 1.37 14.63 0.11 6.52 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.20 13.50 -1.39 1.39 14.60 0.11 6.53 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.22 13.50 -1.41 1.41 14.58 0.11 6.53 Vu < PhiVcl2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.24 13.50 -1.43 1.43 14.55 0.11 6.53 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.26 13.50 -1.46 1.46 14.53 0.11 6.54 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.27 13.50 -1.48 1.48 14.50 0.11 6.54 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.29 13.50 -1.50 1.50 14.47 0.12 6.55 Vu < PhiVc/2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.31 13.50 -1.52 1.52 14.44 0.12 6.55 Vu < PhiVcl2 Not Reqd 1 6.5 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.33 13.50 -1.54 1.54 14.42 0.12 6.55 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.35 13.50 -1.57 1.57 14.39 0.12 6.56 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.37 13.50 -1.59 1.59 14.36 0.12 6.56 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.38 13.50 -1.61 1.61 14.33 0.13 6.56 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.40 13.50 -1.63 1.63 14.30 0.13 6.57 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.42 13.50 -1.66 1.66 14.27 0.13 6.57 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.44 13.50 -1.68 1.68 14.24 0.13 6.58 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.46 13.50 -1.70 1.70 14.21 0.13 6.58 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.48 13.50 -1.72 1.72 14.18 0.14 6.58 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.49 13.50 -1.74 1.74 14.14 0.14 6.59 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.51 13.50 -1.77 1.77 14.11 0.14 6.59 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.53 13.50 -1.79 1.79 14.08 0.14 6.60 Vu < PhiVcl2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.55 13.50 -1.81 1.81 14.05 0.15 6.60 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.57 13.50 -1.83 1.83 14.01 0.15 6.60 Vu < PhiVcl2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.59 13.50 -1.86 1.86 13.98 0.15 6.61 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.60 13.50 -1.88 1.88 13.94 0.15 6.61 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.62 13.50 -1.90 1.90 13.91 0.15 6.62 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.64 13.50 -1.92 1.92 13.87 0.16 6.62 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.66 13.50 -1.94 1.94 13.84 0.16 6.62 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.68 13.50 -1.97 1.97 13.80 0.16 6.63 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.70 13.50 -1.99 1.99 13.77 0.16 6.63 Vu < PhiVc/2 Not Reqd 1 6.6 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.71 13.50 -2.01 2.01 13.73 0.16 6.64 Vu < PhiVc/2 Not Reqd 1 6.6 20 g.0 0.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Protect Descr: Printed: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325.northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build*079161, Ver:6.17.1.31 Description : D601 -..' ; • • ...... .. .. Detailed Shear Information ...:.. Span Distance 'd' Vu (k) Mu d'Vu/Mu PhiVc Comment • • • Phi`Vs Phi&la• Spacing Iii• •; Load Combination Number (ft) (in) Actual Design (k -ft) (k) • • . • • % * 4W, . Req'd §1ygq%si +1.20D+1.60Lr+0.50W+1.60H 1 6.73 13.50 -2.03 2.03 13.69 0.17 6.64 Vu < PhiVc/2 • • • tMfRegd 1 e • 646 • 0.0• • : 0.0 • +1.20D+1.60Lr+0.50W+1.60H 1 6.75 13.50 -2.06 2.06 13.65 0.17 6.65 Vu < PhiVc/2 • • Mt Reqd 1 • • -fire 0.0• • . � � • +1.20D+1.60Lr+0.50W+1.60H 1 6.77 13.50 -2.08 2.08 13.62 0.17 6.65 Vu < PhiVc/2 • •:4b:Regd 1 e6.7 0.0 G.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.79 13.50 -2.10 2.10 13.58 0.17 6.65 Vu < PhiVc/2 • No?Regd 1 60 0.0. • • 4929 +1.20D+1.60Lr+0.50W+1.60H 1 6.81 13.50 -2.12 2.12 13.54 0.18 6.66 Vu <PhiVc/2; • .NbjRegd 1 • 6.7 0.00 0.0. +1.20D+1.60Lr+0.50W+1.60H 1 6.83 13.50 -2.14 2.14 13.50 0.18 6.66 < Vu PhiVcl2 • • • • • Not �6.� •"• O.a • • 0.0. +1.20D+1.60Lr+0.50W+1.60H 1 6.84 13.50 -2.17 2.17 13.46 0.18 6.67 Vu < PhiVc/2 Not Reqd 1 dT 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.86 13.50 -2.19 2.19 13.42 0.18 6.67 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.88 13.50 -2.21 2.21 13.38 0.19 6.68 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.90 13.50 -2.23 2.23 13.34 0.19 6.68 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.92 13.50 -2.26 2.26 13.30 0.19 6.69 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.94 13.50 -2.28 2.28 13.26 0.19 6.69 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.95 13.50 -2.30 2.30 13.21 0.20 6.70 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.97 13.50 -2.32 2.32 13.17 0.20 6.70 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 6.99 13.50 -2.34 2.34 13.13 0.20 6.71 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.01 13.50 -2.37 2.37 13.08 0.20 6.71 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.03 13.50 -2.39 2.39 13.04 0.21 6.72 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.05 13.50 -2.41 2.41 13.00 0.21 6.72 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.06 13.50 -2.43 2.43 12.95 0.21 6.73 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.08 13.50 -2.46 2.46 12.91 0.21 6.73 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,10 13.50 -2.48 2.48 12.86 0.22 6.74 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.12 13.50 -2.50 2.50 12.82 0.22 6.74 Vu < PhiVcl2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.14 13.50 -2.52 2.52 12.77 0.22 6.75 Vu < PhiVc/2 Not Reqd 1 6.7 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,16 13.50 -2.54 2.54 12.72 0.22 6.75 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.17 13.50 -2.57 2.57 12.68 0.23 6.76 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.19 13.50 -2.59 2.59 12.63 0.23 6.76 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.21 13.50 -2.61 2.61 12.58 0.23 6.77 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,23 13.50 -2.63 2.63 12.53 0.24 6.77 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.25 13.50 -2.66 2.66 12.48 0.24 6.78 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.27 13.50 -2.68 2.68 12.44 0.24 6.79 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,29 13.50 -2.70 2.70 12.39 0.25 6.79 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.30 13.50 -2.72 2.72 12.34 0.25 6.80 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.32 13.50 -2.74 2.74 12.29 0.25 6.80 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.34 13.50 -2.77 2.77 12.23 0.25 6.81 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.36 13.50 -2.79 2.79 12.18 0.26 6.81 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,38 13.50 -2.81 2.81 12.13 0.26 6.82 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.40 13.50 -2.83 2.83 12.08 0.26 6.83 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.41 13.50 -2.86 2.86 12.03 0.27 6.83 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.43 13.50 -2.88 2.88 11.98 0.27 6.84 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.45 13.50 -2.90 2.90 11.92 0.27 6.85 Vu < PhiVc/2 Not Reqd 1 6.8 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.47 13.50 -2.92 2.92 11.87 0.28 6.85 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.49 13.50 -2.94 2.94 11.81 0.28 6.86 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.51 13.50 -2.97 2.97 11.76 0.28 6.86 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.200+1.60Lr+0.50W+1.60H 1 7.52 13.50 -2.99 2.99 11.71 0.29 6.87 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.54 13.50 -3.01 3.01 11.65 0.29 6.88 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.56 13.50 -3.03 3.03 11.59 0.29 6.89 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.58 13.50 -3.06 3.06 11.54 0.30 6.89 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.60 13.50 -3.08 3.08 11.48 0.30 6.90 Vu < PhiVcl2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.62 13.50 -3.10 3.10 11.43 0.31 6.91 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.63 13.50 -3.12 3.12 11.37 0.31 6.91 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.65 13.50 -3.14 3.14 11.31 0.31 6.92 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.67 13.50 -3.17 3.17 11.25 0.32 6.93 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.69 13.50 -3.19 3.19 11.19 0.32 6.94 Vu < PhiVc/2 Not Reqd 1 6.9 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.71 13.50 -3.21 3.21 11.14 0.32 6.94 Vu < PhiVc/2 Not Reqd 1 6.9 40.0 2 0.0 0.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Pnnted: 17 FEB 2017, 10:08AM File = P:117211720029 325 Concrete Beam Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, BuildA.r4l.43t Ver:6.17.1.31 Description : DB01 • • . " " • • ...... .. .. Detailed Shear Information , •••:•. " Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment • • •qty*Vs PMV910 Spacing �inl • •; Load Combination Number (ft) (in) Actual Design (k -ft) (k) • • • • • (k) "`14 • • ikeq'd $y8oes� +1.20D+1.60Lr+0.50W+1.60H 1 7,73 13.50 -3.23 3.23 11.08 0.33 6.95 Vu < PhiVc/2 • "T48f:Regd 1 • 74• 0.0• • • 6.6 • +1.20D+1.60Lr+0.50W+1.60H 1 7,75 13.50 -3.26 3.26 11.02 0.33 6.96 Vu < PhiVc/2 "" Mt Reqd 1 • • 4740 0.00 • • 6.6 • +1.20D+1.60Lr+0.50W+1.60H 1 7.76 13.50 -3.28 3.28 10.96 0.34 6.97 Vu < PhiVc/2 ; ""MoRegd 1 •7.0 0.0 9.5 +1.20D+1.60Lr+0.50W+1.60H 1 7,78 13.50 -3.30 3.30 10.90 0.34 6.97 Vu < PhiVc/2 • Not'Regd 1 ; • • •7; • 0.00 • • e e • +1.20D+1.60Lr+0.50W+1.60H 1 7,80 13.50 -3.32 3.32 10.83 0.34 6.98 Vu < PhiVc/2 : Ac6Regd 1 " 7.0 0.0' " • • i40: +1.20D+1.60Lr+0.50W+1.60H 1 7.82 13.50 -3.34 3.34 10.77 0.35 6.99 Vu < PhiVc/2 • • NoiRegd 1 "•""7.Q 0.0' 0.. 0• +1.20D+1.60Lr+0.50W+1.60H 1 7.84 13.50 -3.37 3.37 10.71 0.35 7.00 Vu < PhiVc/2 Not Reqd 1 f. 1? 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,86 13.50 -3.39 3.39 10.65 0.36 7.01 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.87 13.50 -3.41 3.41 10.59 0.36 7.02 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,89 13.50 -3.43 3.43 10.52 0.37 7.02 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.91 13.50 -3.46 3.46 10.46 0.37 7.03 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,93 13.50 -3.48 3.48 10.40 0.38 7.04 Vu < PhiVc/2 Not Reqd 1 7.0 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.95 13.50 -3.50 3.50 10.33 0.38 7.05 Vu < PhiVc/2 Not Reqd 1 7.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7,97 13.50 -3.52 3.52 10.27 0.39 7.06 Vu < PhiVc/2 Not Reqd 1 7.1 0.0 0.0 +1.20D+1.60Lr+0.50W+1.60H 1 7.98 13.50 -3.54 3.54 10.20 0.39 7.07 PhiVc/2 < Vu <= Min 11.4.6 29.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.00 13.50 -3.57 3.57 10.14 0.40 7.08 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.02 13.50 -3.59 3.59 10.07 0.40 7.09 PhiVc/2 < Vu - Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.04 13.50 -3.61 3.61 10.01 0.41 7.10 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1".20D+1.60Lr+0.50W+1.60H 1 8.06 13.50 -3.63 3.63 9.94 0.41 7.11 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.08 13.50 -3.66 3.66 9.87 0.42 7.12 PhiVct2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.09 13.50 -3.68 3.68 9.80 0.42 7.13 PhiVcl2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.11 13.50 -3.70 3.70 9.74 0.43 7.14 PhiVc/2 < Vu - Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,13 13.50 -3.72 3.72 9.67 0.43 7.15 PhiVcl2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,15 13.50 -3.74 3.74 9.60 0.44 7.16 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.17 13.50 -3.77 3.77 9.53 0.44 7.17 PhiVc/2 < Vu <= Min 11.4.6 29.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.19 13.50 -3.79 3.79 9.46 0.45 7.18 PhiVc/2 < Vu - Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.21 13.50 -3.81 3.81 9.39 0.46 7.20 PhiVcl2 < Vu <= Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,22 13.50 -3.83 3.83 9.32 0.46 7.21 PhiVc/2 < Vu <= Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.24 13.50 -3.86 3.86 9.25 0.47 7.22 PhiVc/2 < Vu <= Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.26 13.50 -3.88 3.88 9.18 0.48 7.23 PhiVc/2 < Vu - Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,28 13.50 -3.90 3.90 9.11 0.48 7.24 PhiVc/2 < Vu <= Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.30 13.50 -3.92 3.92 9.04 0.49 7.26 PhiVc/2 < Vu <= Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.32 13.50 -3.94 3.94 8.96 0.50 7.27 PhiVc/2 < Vu <= Min 11.4.6 29.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.33 13.50 -3.97 3.97 8.89 0.50 7.28 PhiVc12 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.35 13.50 -3.99 3.99 8.82 0.51 7.30 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.37 13.50 4.01 4.01 8.74 0.52 7.31 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.39 13.50 4.03 4.03 8.67 0.52 7.32 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.41 13.50 4.06 4.06 8.59 0.53 7.34 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.43 13.50 4.08 4.08 8.52 0.54 7.35 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.44 13.50 -4.10 4.10 8.44 0.55 7.37 PhiVc/2 < Vu <= Min 11.4.6 29.6 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.46 13.50 4.12 4.12 8.37 0.55 7.38 PhiVc/2 < Vu - Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.48 13.50 -4.14 4.14 8.29 0.56 7.40 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.50 13.50 -4.17 4.17 8.22 0.57 7.41 PhiVc12 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.52 13.50 4.19 4.19 8.14 0.58 7.43 PhiVc/2 < Vu - Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.54 13.50 4.21 4.21 8.06 0.59 7.45 PhiVc/2 < Vu <= Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.55 13.50 4.23 4.23 7.98 0.60 7.46 PhiVc/2 < Vu - Min 11.4.6 29.7 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.57 13.50 4.26 4.26 7.91 0.61 7.48 PhiVc/2 < Vu - Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.59 13.50 4.28 4.28 7.83 0.61 7.50 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.61 13.50 4.30 4.30 7.75 0.62 7.52 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.63 13.50 -4.32 4.32 7.67 0.63 7.53 PhiVcl2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.65 13.50 4.34 4.34 7.59 0.64 7.55 PhiVc/2 < Vu - Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.67 13.50 -4.37 4.37 7.51 0.65 7.57 PhiVc/2 < Vu <= Min 11.4.6 29.8 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.68 13.50 4.39 4.39 7.43 0.66 7.59 PhiVc/2 < Vu <= Min 11.4.6 29.9 .8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.70 13.50 -4.41 4.41 7.35 0.68 7.61 PhiVcl2 < Vu <= Min 11.4.6 29.9 2 .8 6.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, BuiW:9.?Mt1. Ver:6.17.1.31 Description : DBo1 • • • • • Detailed Shear Information • • • • • Span Distance __ 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment •"•PW*Vs :Ri•u4t• Spacing n i Load Combination Number (ft) (in) Actual Design (k -ft) (k) • • • • (k) 0M • • �teq'd $Law6 +1.20D+1.60Lr+0.50W+1.60H 1 8.72 13.50 4.43 4.43 7.27 0.69 7.63 PhiVc12 < Vu <"; VIC 11.4.6 ; • 6.8• • • 0.6 • +1.20D+1.60Lr+0.50W+1.60H 1 8.74 13.50 4.46 4.46 7.19 0.70 7.66 PhiVc/2 < Vu <" 'I1in 11.4.6 ' •299• 29'9 6.80 • • 8.9 • +1.20D+1.60Lr+0.50W+1.60H 1 8.76 13.50 4.48 4.48 7.10 0.71 7.68 PhiVc/2 <Vu <O"' • •I�i11.4.6 e ' 3b.0 6.8 • 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.78 13.50 4.50 4.50 7.02 0.72 7.70 PhiVc/2 <Vu <_' Min 11.4.6 ;993u 6.8• • •6a• +1.20D+1.60Lr+0.50W+1.60H 1 8,79 13.50 4.52 4.52 6.94 0.73 7.72 PhiVc/2 <Vu 4 -Aim 11.4.6' 30.0 6.1 • • ��• +1.20D+1.60Lr+0.50W+1.60H 1 8.81 13.50 -4.54 4.54 6.85 0.75 7.75 PhiVc/2 < Vu <= • • Min 11.4.6 * • • 30.1 6.6' 6.00 +1.20D+1.60Lr+0.50W+1.60H 1 8.83 13.50 -4.57 4.57 6.77 0.76 7.77 PhiVc/2 < Vu <= Min 11.4.6 add 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,85 13.50 -4.59 4.59 6.69 0.77 7.80 PhiVc/2 < Vu <= Min 11.4.6 30.1 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.87 13.50 4.61 4.61 6.60 0.79 7.82 PhiVct2 < Vu <= Min 11.4.6 30.1 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,89 13.50 4.63 4.63 6.52 0.80 7.85 PhiVc/2 < Vu <= Min 11.4.6 30.1 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.90 13.50 4.66 4.66 6.43 0.81 7.88 PhiVc/2 < Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.92 13.50 4.68 4.68 6.35 0.83 7.91 PhiVc/2 < Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,94 13.50 4.70 4.70 6.26 0.84 7.94 PhiVc/2 < Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8,96 13.50 -4.72 4.72 6.17 0.86 7.97 PhiVc/2 < Vu <= Min 11.4.6 30.2 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 8.98 13.50 -4.74 4.74 6.09 0.88 8.00 PhiVc/2 < Vu <= Min 11.4.6 30.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.00 13.50 -4.77 4.77 6.00 0.89 8.03 PhiVc/2 < Vu < Min 11.4.6 30.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.01 13.50 4.79 4.79 5.91 0.91 8.07 PhiVc/2 < Vu < Min 11.4.6 30.3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.03 13.50 4.81 4.81 5.82 0.93 8.10 PhiVc/2 < Vu <= Min 11.4.6 30.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.05 13.50 4.83 4.83 5.73 0.95 8.14 PhiVc/2 < Vu <= Min 11.4.6 30.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.07 13.50 4.86 4.86 5.64 0.97 8.17 PhiVc/2 < Vu <= Min 11.4.6 30.4 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.09 13.50 4.88 4.88 5.55 0.99 8.21 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,11 13.50 4.90 4.90 5.46 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.12 13.50 4.92 4.92 5.37 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,14 13.50 4.94 4.94 5.28 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.16 13.50 4.97 4.97 5.19 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.18 13.50 -4.99 4.99 5.10 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,20 13.50 -5.01 5.01 5.01 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.22 13.50 -5.03 5.03 4.92 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,24 13.50 -5.06 5.06 4.82 1.00 8.23 PhiVc12 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,25 13.50 -5.08 5.08 4.73 1.00 8.23 PhiVc12 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.27 13.50 -5.10 5.10 4.64 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,29 13.50 -5.12 5.12 4.54 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.31 13.50 -5.14 5.14 4.45 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.33 13.50 -5.17 5.17 4.35 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.35 13.50 -5.19 5.19 4.26 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.36 13.50 -5.21 5.21 4.16 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.38 13.50 -5.23 5.23 4.07 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,40 13.50 -5.26 5.26 3.97 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.42 13.50 -5.28 5.28 3.87 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.44 13.50 -5.30 5.30 3.78 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.200+1.60Lr+0.50W+1.60H 1 9.46 13.50 -5.32 5.32 3.68 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.47 13.50 -5.34 5.34 3.58 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.49 13.50 -5.37 5.37 3.48 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.51 13.50 -5.39 5.39 3.38 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.53 13.50 -5.41 5.41 3.28 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.55 13.50 -5.43 5.43 3.18 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.57 13.50 -5.46 5.46 3.08 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.58 13.50 -5.48 5.48 2.98 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.60 13.50 -5.50 5.50 2.88 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.62 13.50 -5.52 5.52 2.78 1.00 8.23 PhiVc/2 < Vu < Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.64 13.50 -5.54 5.54 2.68 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.66 13.50 -5.57 5.57 2.58 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.68 13.50 -5.59 5.59 2.47 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.70 13.50 -5.61 5.61 2.37 1.00 8.23 PhiVc/2 < Vu <= Min 11.4.6 30.5 2% .8 6.0 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:08AM Concrete Beam File = P:117211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 r.rr•ENGQUEST Consulting Ins DBScrlptlon : 01301 Detailed Shear Information 0000 • • • • • * Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment • • Ph*Vs Pbi*Vn e Spacing (in), • Load Combination Number (ft) (in) Actual Design (k -ft) (k) • • . • . /#k) ' 4W * • Req'd �489egss • +1.20D+1.60Lr+0.50W+1.60H 1 9,71 13.50 -5.63 5.63 2.27 1.00 8.23 PhiVG2 < Vu <a • • •Min 11.4.6 30.5 6.8• 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.73 13.50 -5.66 5.66 2.16 1.00 8.23 PhiVG2 < Vu <_ • • "n 11.4.6 • •30o6 6.8: "6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,75 13.50 -5.68 5.68 2.06 1.00 8.23 PhiVG2 < Vu <_ • • •Min 11.4.6 • • •3M 6.8. • • 1.9 +1.20D+1.60Lr+0.50W+1.60H 1 9.77 13.50 -5.70 5.70 1.95 1.00 8.23 PhiVG2 < Vu <i • OR: 11.4.6 • •3096. 6.8• • : 6.9 +1.20D+1.60Lr+0.50W+1.60H 1 9,79 13.50 -5.72 5.72 1.85 1.00 8.23 PhiVG2 < Vu <3 • Vin 11.4.6 • 30!5 6.89 • . GA • +1.20D+1.60Lr+0.50W+1.60H 1 9.81 13.50 -5.74 5.74 1.74 1.00 8.23 PhiVG2 < Vu <4 • •:Mil 11.4.6 N.5 6.8 41 +1.20D+1.60Lr+0.50W+1.60H 1 9,82 13.50 -5.77 5.77 1.64 1.00 8.23 PhiVG2 <Vu <' MiA 11.4.6 • J0'5 �' 6.8* • - -6.0, • +1.20D+1.60Lr+0.50W+1.60H 1 9.84 13.50 -5.79 5.79 1.53 1.00 8.23 PhiVG2 <Vu <s .IAiy 11.4.6 :' • 30.5 6.16.0• +1.20D+1.60Lr+0.50W+1.60H 1 9.86 13.50 -5.81 5.81 1.42 1.00 8.23 - • • • •. PhiVG2 < Vu <- MA 11.4.6 30.`; """ 6.8' 6.00 +1.20D+1.60Lr+0.50W+1.60H 1 9,88 13.50 -5.83 5.83 1.32 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 3Q3 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,90 13.50 -5.86 5.86 1.21 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,92 13.50 -5.88 5.88 1.10 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.93 13.50 -5.90 5.90 0.99 1.00 8.23 PhiVG2 < Vu - Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,95 13.50 -5.92 5.92 0.88 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9.97 13.50 -5.94 5.94 0.78 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 9,99 13.50 -5.97 5.97 0.67 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.01 13.50 _ -5.99 5.99 0.56 1.00 8.23 PhiVG2 < Vu - Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.03 13.50 -6.01 6.01 0.45, 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.04 13.50 -6.03 6.03 0.33 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.06 13.50 -6.06 6.06 0.22 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.08 13.50 -6.08 6.08 0.11 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 +1.20D+1.60Lr+0.50W+1.60H 1 10.10 13.50 -6.10 6.10 0.00 1.00 8.23 PhiVG2 < Vu <= Min 11.4.6 30.5 6.8 6.0 mMax -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 10.100 15.40 43.86 0.35 +1.40D+1.60H Span # 1 1 10.100 8.69 43.86 0.20 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 10.100 9.93 43.86 0.23 +1.20D+1.60L+0.50S+1.60H Span # 1 1 10.100 7.45 43.86 0.17 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 10.100 15.40 43.86 0.35 +1,20D+1.60Lr+0.50W+1.60H Span # 1 1 10.100 15.40 43.86 0.35 +1.20D+0.50L+1.60S+1.60H Span # 1 1 10.100 7.45 43.86 0.17 +1.20D+1.60S+0.50W+1.60H Span # 1 1 10.100 7.45 43.86 0.17 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 10.100 9.93 43.86 0.23 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 10.100 7.45 43.86 0.17 +1.20D+0.50L+0.70S+E+1.60H Span # 1 1 10.100 7.45 43.86 0.17 +0.90D+W+0.90H Span # 1 1 10.100 5.59 43.86 0.13 +0.90D+E+0.90H Span # 1 1 10.100 5.59 43.86 0.13 Overall Maximum Deflections Load Combination Span Max. "" DO Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr+H 1 0.0453 5.050 0.0000 0.000 27 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Pnnted: 17 FEB 2017, 10:11AM File = P:117211720029 325 5. Concrete Column Northeast 104 street, MI-FUCalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : C01 -16'x16' 'Column Cross Section " -- T T - _ _ - I Column Dimensions: 16.Oin Square Column, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #6 bars @ corners„ 1.0 - #6 bars top & bottom between comer bars, 1.0 - #6 bars left & right between corner bars Y I Entered loads are factored per load combinations specified by user. *#6 Code References DESIGN SUMMARY • • Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 �• .' •• Load Combinations Used : IBC 2012 ...... .. .. ...... General Information %6 • • • • • • I Y 444.612 k . • f : Concrete 28 day strength = 3.0 ksi Overall Column Height = .. 4.500 ft • ... •' 0.0 k -ft E _ = 3,122.0 ksi End Fixity Top & Whir" Finned.. . • • • • Density = 150.0 pcf Brace condition for deflection (buckling) sleng-oolumns :: •..' . •; • • 00600. P = 0.850 X -X (width) axis: *00000 •' fy - Main Rebar = 60.0 ksi Unbraced Length for X -X Axis buckling =1=.0 ft, K r, 1.0 . .... E - Main Rebar = 29,000.0 ksi Y -Y (depth) axis : 0 0 : 6 00 6 -211.20 k Allow. Reinforcing Limits ASTM A615 Bars Used Unbraced Length for X -X Axis buctlipQ `--13.0 ft, K; .1.0 • • • • • Min. Reinf. = 1.0% •. �Goveming Load Combination Results Max. Reinf. = 8.0 Governing Factored Moment Dist. from Axial 'Column Cross Section " -- T T - _ _ - I Column Dimensions: 16.Oin Square Column, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #6 bars @ corners„ 1.0 - #6 bars top & bottom between comer bars, 1.0 - #6 bars left & right between corner bars Y Applied Loads I Entered loads are factored per load combinations specified by user. *#6 #6 %6 DESIGN SUMMARY x Load Combination +1.40D+1.60H x Location of max.above base #s #6 Maximum Stress Ratio 0.013: 1 -1 •#6 %6 I Y Applied Loads Entered loads are factored per load combinations specified by user. Column self weight included : 4,000.0 lbs' Dead Load Factor DESIGN SUMMARY , Load Combination +1.40D+1.60H Maximum SERVICE Load Reactions . . Location of max.above base 14.899 ft Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum Stress Ratio 0.013: 1 Top along X -X 0.0 k Bottom along X -X 0.0 k Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)^.5 Pu = 5.60 k (P * Pn = 444.612 k Maximum SERVICE Load Deflections ... Mu -x = 0.0 k -ft N ' Mn -x = 0.0 k -ft Along Y -Y 0.0 in at 0.0 ft above base Mu -y = 0.5040 k ft (P " Mn -y = 39.620 k ft for load combination Mu Angle = 90.0 deg Along X -X O.Oin at 0.0 ft above base Mu at Angle = 0.5040 k -ft (pMn at Angle = 40.313 k -ft for load combination : Pn & Mn values located at Pu -Mu vector intersection with capacity curve Column Capacities ... General Section Information . = 0.650 � = 0.850 6 = 0.80 (P Pnmax : Nominal Max. Compressive Axial Capacity 855.02 k p Reinforcing 1.375 % Rebar /o Ok Pnmin : Nominal Min. Tension Axial Capacity -211.20 k Reinforcing Area 3.520 inA2 9 Pn, max: Usable Compressive Axial Capacity 444.612 k Concrete Area 256.0 inA2 (p Pn, min : Usable Tension Axial Capacity -137.280 k �Goveming Load Combination Results Governing Factored Moment Dist. from Axial Load T Bending Analysis k -ft k Utilization Load Combination I X X Y -Y base ft Pu (p t Pn 6 x 6x*Mux 5Y 6y Muy Alpha (deg) 6 Mu (p Mn Ratio +1.40D+1.60H M2,min 14.9Q 5.60 444.61 1.000 0.50 90.000 0.50 40.31 0.013 +1.40D+1.60H M2,min 14.90 5.60 444.61 1.000 0.50 0.000 0.50 40.52 0.013 +1.20D+0.5OLr+1.60L+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 90.000 0.43 40.31 0.011 +1.20D+0.50Lr+1.60L+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 0.000 0.43 40.52 0.011 +1.20D+1.60L+0.50S+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 90.000 0.43 40.31 0.011 28 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:11 AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : C01 -16'x16' I Governing Factored Moment Dist. fromAxial Load Bending Analysis' T< -ft ' • • •.l Load Combination X -X Y -Y base ft Pu (p Pn 8X g x Mux g y gy • • • • Muy apha "0*) • • • • Utiliipq 5 Mu rp Mn .. Ratio I• +1.20D+1.60L+0.50S+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 •9.090 0.43.. 40.52 : TO I i +1.20D+1.6OLr+0.50L+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 •69.080 11.41.. •40.31 .O.W +1.20D+1.6OLr+0.50L+1.60H M2,min - 14.90 4.80 444.61 1.000 0.43 • • 6099, 9.43 . 40.52 .JOU +1.20D+1.6OLr+0.50W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 .04096 CAo.*40.31 .J0.Q1j. +1.20D+1.6OLr+0.50W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 ..0099 0.43. 40.52 0.0J1 +1.20D+0.50L+1.60S+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 : 9OtOQ 9.43 . 40.31 . JO.Q13 +1.20D+0.50L+1.60S+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 OADO D.A3"'40.52 , 0.011. +1.20D+1.60S+0.50W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 '.W*OOC 9,43 .40.31 ; •0 MI: +1.20D+1.60S+0.50W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 0.000 0.43•.;40.52 0.011 +1.20D+0.5OLr+0.50L+W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 90.000 0.43 40.31 0.011 +1.20D+0.5OLr+0.50L+W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 0.000 0.43 40.52 0.011 +1.20D+0.50L+0.50S+W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 90.000 0.43 40.31 0.011 +1.20D+0.50L+0.50S+W+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 0.000 0.43 40.52 0.011 +1.20D+0.50L+0.70S+E+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 90.000 0.43 40.31 0.011 +1.20D+0.50L+0.70S+E+1.60H M2,min 14.90 4.80 444.61 1.000 0.43 0.000 0.43 40.52 0.011 +0.90D+W+0.90H M2,min 14.90 3.60 444.61 1.000 0.32 90.000 0.32 40.31 0.008 +0.90D+W+0.90H M2,min 14.90 3.60 444.61 1.000 0.32 0.000 0.32 40.52 0.008 +0.90D+E+0.90H M2,min 14.90 3.60 444.61 1.000 0.32 90.000 0.32 40.31 0.008 +0.90D+E+0.90H M2,min 14.90 3.60 444.61 1.000 0.32 0.000 -0.32 40.52 0.008 Maximum Force Reactions - I 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+H k k 4.000 k +D+L+H k k 4.000 k +D+Lr+H k k 4.006k +D+S+H k k 4.000 k +D+0.750Lr+0.750L+H k k 4.000 k +D+0.750L+0.750S+H k k 4.000 k +D+0.60W+H k k 4.000 k +D+0.70E+H k k 4.000 k +D+0.750Lr+0.750L+0.450W+H k k 4.000 k +D+0.750L+0.750S+0.450W+H k k 4.000 k +D+0.750L+0.750S+0.5250E+H k k 4.000 k +0.60D+0.60W+0.60H k k 2.400 k +0.60D+0.70E+0.60H k k 2.400 k D Only k k 4.000 k Lr Only k k k L Only k k k S Only k k k W Only k k k E Only k k k H Only k k k ~ Maximum Moment Reactions � Note: Only non -zero reactions are listed. Moment About X -X Axis Moment About Y -Y Axis Load Combination @ Base @ Top @ Base @ Top +D+H k -ft k -ft +D+L+H k -ft k -ft +D+Lr+H k -ft k -ft +D+S+H k -ft k -ft +D+0.750Lr+0.750L+H k -ft k -ft +D+0.750L+0.750S+H k -ft k -ft +D+0.60W+H k -ft k -ft +D+0.70E+H k -ft k -ft +D+0.750Lr+0.750L+0.450W+H k -ft k -ft +D+0.750L+0.750S+0.450W+H k -ft k -ft 29 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Protect Descr: Printed: 17 FEB 2017, 10:11AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 0.00•EINIGQUEST Consulting Inc Description : C01 -16"x16" Note- Only pon-zeroareactioiqs are listed. tae ue tae Moment About X -X Axis 06 MomeotA6ouJY-Y Axis . . • Load Combination• @Base @Top @ Bad .... @Top' • :. . • • . . • • • +D+0.750L+0.750S+0.5250E+H k -ft • •. • • • 'k -ft +0.60D+0.60W+0.60H k-ftft• • • • • • • +0.600+0.70E+0.60H k -ft •••.•� ••• • DOnly k -ft � • � • • • �� ••••• Lr Only k -ft ";' •; • • Oft • • • • • LOnly k -ft •• of • eke •.•••• S Only k -ft • • • • . • .k -ft • • W Only k -ft ; • ; k -ft • E Only k -ft • • • .kifw •••••• HOnly k -ft :�•••� k • • Maximum Deflections for Load Combinations 1 ••• ; :.•..: Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 It +D+0.750Lr+0.750L+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 It 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.60W+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 It 0.000 in 0.000 ft 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 L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 It 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft Sketches Y tae ue tae xs 06 a� I Y lu0tin so -.a: -%nm Looking along V -V -s Interaction Diagrams r 30 I Y lu0tin so -.a: -%nm Looking along V -V -s Interaction Diagrams r 30 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:11 AN File = P:117211720029 325 Concrete Column Northeast 104 street, MI-FUCalculation1325 northeast 104st.ec6 ENERCAI-C, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06009148 Licensee: ENGQUEST Consulting Inc )escription : Cot -16"x16" Concrete Column P -M Interaction Diagram 500.0 Phi' Mn @ Alpha (k -ft) 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 0 Load Comb.= -1.40D -1.60H. Alpha= 90.0deg, (5.60.0.60) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) 0 Load Co .--1200,0 SOU -1 60L, 1.60H, Alpha- 90.0deg, (4 30, 7 Y L L 7 500.0_ 450.0 400.0 350.0_ 300.0 250.0 200.0 _ 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 0 Load Carib. _ �1.40D�1.60H. Alpha= 0.0de9, (5.60, 0.50 Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) 0 Lund Carib. --120D-05OLr-1.6OL-1.60H, Alpha= 0Odeg, (4.80.0.43) • • • • • • • • Concrete Column P -M nterlcti m Diagram : • Phi ' Mn @Alpha (k -ft) • • • 0.0 We 0000•• • 0000•• • :000*: 0000 0000 • • 0000 0000 0000• • ••• •• • 0000• •• •i • •• 0000•• 0000•• • • • • • 'yv••99 0000•• • • 0909•• ••• • 999 • � • 0 Load Carib. _ �1.40D�1.60H. Alpha= 0.0de9, (5.60, 0.50 Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) 0 Lund Carib. --120D-05OLr-1.6OL-1.60H, Alpha= 0Odeg, (4.80.0.43) Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Protect Descr: Printed: 17 FEB 2017, 10:11AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 t.rt•ENGQUEST Consulting Ing Description : C01 -16"x16" 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) O Load Comb.=11.20D-1.60L-0.5o6-1.60H, Alpha= 90.0deg, (4.80 OA3) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) O Load Carob. _ « 1.200-1.6OLr-0.5OL-1 60H, Alpha= 90.0deg. (4.80.043) 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 O Load Comb. = 1.20D�1.60Lw.50S-1.60H, Alpha= O.Odeg. (4 80.043) Concrete Column P -M Interaction Diagram Phi . Mn @ Alpha (k -ft) *Osseo • • •1000• O Load Comb =-120D11.60LrM.5OL-1.60H, Alphe= 0Odeg. (480.043) 32 Concrete Column P -N1 rt.e(1lctifn Diagram Phi ' Mn @ AI ha Sk-ft) + • • i • + • 000 •• • ••• • O Load Comb. = 1.20D�1.60Lw.50S-1.60H, Alpha= O.Odeg. (4 80.043) Concrete Column P -M Interaction Diagram Phi . Mn @ Alpha (k -ft) *Osseo • • •1000• O Load Comb =-120D11.60LrM.5OL-1.60H, Alphe= 0Odeg. (480.043) 32 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Pnnted: 17 FEB 2017, 10:11 AN File = P:\172\1720029 325 Concrete Column Northeast 104 street, MI-FL\Calculation\325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06009148 Licensee : ENIGQUEST Consulting Inc )escription 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 C01 -16"x16" Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) O Load Comb.=.1.20D.1.60Lr«0.50W«1.60H. Alpha= 90.Odeg. (4.80.0.43) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) © Load C-b.=«1.20D-05OL«LBOs«1.6011, Alpha= 900deg, (480.0.43) L 1. 7 7 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 O Load Comb.=.L20D.i.80Lr.0.60W.1.60H, Alpha= O.Odeg, (4.80.0.43) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) O Land C -b. - -120Dw 5DL«1 608.1.80H, Alpha= 0.0deg, (4.60. 043) 33 0000 Concrete Column P -M Interaction Diagram* • • • • • • .: • •• • 6 • • Phi ' Mn @ Alpha (k -ft) • • • 6 -- -.000.•00- _60-60 0.06.0 000000 • • • •6Y6 0000 0000•• • • • • Y • •so• 0000 0000• •• 666 •• • • • 0000• •• • • •• 0000•• 0000•• • • • • • 6 • 0000•• • • • •9666• 06 0 • • • E • • O Load Comb.=.L20D.i.80Lr.0.60W.1.60H, Alpha= O.Odeg, (4.80.0.43) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) O Land C -b. - -120Dw 5DL«1 608.1.80H, Alpha= 0.0deg, (4.60. 043) 33 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:11AM Concrete Column File = PA17211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : C01 -16'x16' 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) © Load Comb.= -1.200 -1.60S -0.50W -1.60H. AWW 90.0dag, (4.80.0.43) Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) 2 L c L 7 © Load Comb.=-1.200.05OL4-0.5OL1W1.WH, A"- 900d". (4.80.0.43) 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 500.0 450.0 400.0 350.0 300.0 250.0 200.0 150.0 100.0 50.0 . . .... ...... Concrete Column P-113 FnteW*ction Diagram ♦ • • ♦ • ♦ • • • Phi ` Mn @ %ptoa Nc ) • • ♦ 0000•• 0000 •••♦- • • 0000 0000 00000 •• • 000.0 �•••••• •• •• • •• 0000•• • • ice• ♦ • ♦ • • '0000•• 0000•• • • c •• a i2 a 0 Load Comb.=-1.20D�1.80S-0.50W-1.80H, AV- O.Odag. (4.80,0.43) Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) 0 Load Comb.= �120D10.5OLn0.50L-Wa1.80H. Alpin= 0Odeg, (4.8D, 0.43) 34 Column Cross Section Column Dimensions: 8.Oin high x 16.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #5 bars @ comers„ 1.0 - #5 bars top & bottom between comer bars Y Applied Loads r Entered loads are factored per load combinations specified by user. Project Title: 325 Northeast 104 street AXIAL LOADS ... Engineer: DT Project ID: 1720029 BENDING LOADS ... Project Descr: DESIGN SUMMARY Printed: 17 FEB 2017, 10:24AM Concrete Column Location of max.above base 14.899 ft File = P:117211720029 325 Northeast 104 street, MI-FUCalculation1325 northeast 104st.ec6 Maximum Stress Ratio 0.121 : 1 Top along X -X 0.750 k Bottom along X -X 0.750 k ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06509148 Pu = 2.832 k (P * Pn = 22.892 k Licensee: ENGQUEST Consulting Inc Description : CO2- 8"x16" Mu -y = 0.0 k -ft (P * Mn -y = 0.0 k -ft *0000* for load combination : W Only Mu Angle = 0.0 deg Along X -X O.Oin at 0.Oft above base 0 0.0 � Code References T T = T � • • • ...... .. .. • ...... Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 669;06 • Load Combinations Used : IBC 2012 000000 •••• • Generallrtfonnation Governing Load Combination Results � - 1 .... .... ..... fc : Concrete 28 day strength = 3.0 ksi Overall Column Height= • 15!0 ft • .. . . Load Combination E= = 3,122.0 ksi .. End Fixity Top & ggttoa finned ...... • Density = 150.0 pcf Brace condition for deflection (buckling):IonJcoLmns R - - 0.850 X -X (width) axis ...... fy - Main Rebar = 60.0 ksi Unbraced Length for X -X Axis bucM" `-1:.0 ft, K: JJ0 • • • • E - Main Rebar = 29,000.0 ksi Y -Y (depth) axis : • • Allow. Reinforcing Limits ASTM A615 Bars Used Unbraced Length for X -X Axis buckling =15.0 ft, K = 1.0 Min. Reinf. = 1.0 0/0 Max. Reinf. = 8.00/0 Column Cross Section Column Dimensions: 8.Oin high x 16.Oin Wide, Column Edge to Rebar Edge Cover = 2.Oin Column Reinforcing : 4 - #5 bars @ comers„ 1.0 - #5 bars top & bottom between comer bars Y Applied Loads r Entered loads are factored per load combinations specified by user. Column self weight included : 2,000.0 lbs * Dead Load Factor AXIAL LOADS ... Axial Load at 15.0 ft above base, D = 0.360, LR = 0.360 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.10 k/ft DESIGN SUMMARY Load Combination +1.20D+0.50L+0.50S+W+1.60H Maximum SERVICE Load Reactions . . Location of max.above base 14.899 ft Top along Y -Y 0.0 k Bottom along Y -Y 0.0 k Maximum Stress Ratio 0.121 : 1 Top along X -X 0.750 k Bottom along X -X 0.750 k Ratio = (Pu^2+Mu^2)^.5 / (PhiPnA2+PhiMnA2)".5 Pu = 2.832 k (P * Pn = 22.892 k Mu -x = 2.879 k ft (P * Mn -x = -23.811 k ft Maximum SERVICE Load Deflections ... Mu -y = 0.0 k -ft (P * Mn -y = 0.0 k -ft Y -Y 0.05402 in at 7.550 ft above base for load combination : W Only Mu Angle = 0.0 deg Along X -X O.Oin at 0.Oft above base Mu at Angle = 2.879 k -ft (p Mn at Angle = 23.786 k -ft for load combination on & Mn values located at Pu -Mu vector intersection with capacity curve Column Capacities ... General Section Information . = 0.650 Q = 0.850 g = 0.80 Pnmax : Nominal Max. Compressive Axial Capacity 433.257 k p : % Reinforcing 1.453 % Rebar % Ok Pnmin : Nominal Min. Tension Axial Capacity -111.60 k Reinforcing Area 1.860 inA2 (p Pn, max: Usable Compressive Axial Capacity 225.294 k Concrete Area 128.0 inA2 (p Pn, min: Usable Tension Axial Capacity -72.540 k Governing Load Combination Results � - 1 Governing Factored �.--- Moment -. Dist. from Axial Load Bending Analysis k ft � l Load Combination X -X Y -Y k * base ft Pu (p Pn Utilization 8x 5 x * Mux 6Y 5y* Muy Alpha (deg) 5 Mu (p Mn Ratio +1.40D+1.60H M2,min 14.90 3.30 225.29 1.000 0.30 90.000 0.30 20.59 0.015 35 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Printed: 17 FEB 2017, 10:24AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 _ ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 r.rrENGOUF-ST Consulting Inc Uescription : cuz-8-x1b". k -ft k -ft +D+L+H k -ft k -ft +D+Lr+H . • .... ...... Governing Load Combination Results k -ft k -ft +D+0.750Lr+0.750L+H k -ft k -ft 00 0 ...... •. • • k -ft +D+0.60W+H k -ft k -ft +D+0.70E+H k -ft k -ft +D+0.750Lr+0.750L+0.450W+H H Govemin Factored 9 Moment Dist. from Axial Load k -ft Bending Analysi5.lc•fh • +0.60D+0.60W+0.60H Load Combination X -X Y -Y base ft k Pu (p * Pn 6x g xa* Mux 8Y gy * .... Muy Mllghj.(ge9) .... UtiliZmrom •; 56mu. • 00 Mn 0%tig • +1.40D+,1.60H M2,min 14.90 3.30 213.83 1.000 0.23 .. Q,000 9.23 15.00 . X15. +1.20D+0.50Lr+1.60L+1.60H M2,min 14.90 3.01 225.29 1.000 0.27 ..9t QQQ Q.21.. •20.59 .,PW +1.20D+0.50Lr+1.60L+1.60H M2,min 14.90 3.01 213.83 1.000 0.21 .. DIM 0.21. 15.00 0.Q11 +1.20D+1.60L+0.50S+1.60H M2,min 14.90 2.83 225.29 1.000 0.25 ; 90U01 Q.25 20.59 ..Q.Q1t. +1.20D+1.60L+0.50S+1.60H M2,min 14.90 2.83 213.83 1.000 0.20 0.0p0 :.28.••15.00 0.013. +1.20D+1.60Lr+0.50L+1.60H M2,min 14.90 3.41 225.29 1.000 0.31 •.Vo0Q . Q,Q1 X20.59 "S: +1.20D+1.60Lr+0.50L+1.60H M2,min 14.90 3.41 213.83 1.000 0.24 0.000 0.24 • :15.00 0.016 +1.20D+1.60Lr+0.50W+1.60H 14.90 3.41 55.96 1.029 1.45 0.000 1.45 23.56 0.061 +1.20D+0.50L+1.60S+1.60H M2,min 14.90 2.83 225.29 1.000 0.25 90.000 0.25 20.59 0.012 +1.20D+0.50L+1.60S+1.60H M2,min 14.90 2.83 213.83 1.000 0.20 0.000 0.20 15.00 0.013 +1.20D+1.60S+0.50W+1.60H 14.90 2.83 46.72 1.024 1.44 0.000 1.44 23.86 0.060 +1.20D+0.50Lr+0.50L+W+1.60H 14.90 3.01 24.43 1.025 2.88 0.000 2.88 23.83 0.121 +1.20D+0.50L+0.50S+W+1.60H 14.90 2.83 22.89 1.024 2.88 0.000 2.88 23.79 0.121 +1.20D+0.50L+0.70S+E+1.60H M2,min 14.90 2.83 225.29 1.000 0.25 90.000 0.25 20.59 0.012 +1.20D+0.50L+0.70S+E+1.60H M2,min 14.90 2.83 213.83 1.000 0.20 0.000 0.20 15.00 0.013 +0.90D+W+0.90H 14.90 2.12 17.97 1.018 2.86 0.000 2.86 23.64 0.121 +0.90D+E+0.90H M2,min 14.90 2.12 225.29 1.000 0.19 90.000 0.19 20.59 0.009 +0.90D+E+0.90H M2,min 14.90 2.12 213.83 1.000 0.15 0.000 0.15 15.00 0.010 Maximum Force Reactions 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+H k k 2.360 k +D+L+H k k 2.360 k +D+Lr+H k k 2.720 k +D+S+H k k 2.360 k +D+0.750Lr+0.750L+H k k 2.630 k +D+0.750L+0.750S+H k k 2.360 k +D+0.60W+H k 0.450 0.450 k 2.360 k +D+0.70E+H k k 2.360 k +D+0.750Lr+0.750L+0.450W+H k 0.338 0.337 k 2.630 k +D+0.750L+0.750S+0.450W+H k 0.338 0.337 k 2.360 k +D+0.750L+0.750S+0.5250E+H k k 2.360 k +0.60D+0.60W+0.60H k 0.450 0.450 k 1.416 k +0.60D+0.70E+0.60H k k 1.416 k D Only k k 2.360 k Lr Only k k 0.360 k L Only k k k S Only k k k W Only k 0.750 0.750 k k E Only k k k H Only k k k Maximum Moment Reactions Note: Only non -zero reactions are listed. Moment About X -X Axis Moment About Y -Y Axis Load Combination @ Base @ Top @ Base @ Top +U+h k -ft k -ft +D+L+H k -ft k -ft +D+Lr+H k -ft k -ft +D+S+H k -ft k -ft +D+0.750Lr+0.750L+H k -ft k -ft +D+0.750L+0.750S+H k -ft k -ft +D+0.60W+H k -ft k -ft +D+0.70E+H k -ft k -ft +D+0.750Lr+0.750L+0.450W+H k -ft k -ft +D+0.750L+0.750S+0.450W+H k -ft k -ft +D+0.750L+0.750S+0.5250E+H k -ft k -ft +0.60D+0.60W+0.60H k -ft k -ft 36 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: Pnnted: 17 FEB 2017, 10:24AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC. INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : CO2- 8"x16" •#5 0#5 1 •#5 #5 •#5 . • ". • • . " .. •.. • Maximum Moment Reactions I Note; Ojtly rlon-zero 0 0 et�ans are I0s0:: 0 Moment About X -X Axis Morw6Ui t Y -Y Axis . • Load Combination @Base @Top @ BasQ ... @Top •. � � •••••• 0 0 +0.60D+0.70E+0.60H k -ft '0000" • • GVT • • • . • D Only k -ft 0000•0 �-ft 000•0• Lr Only k -ft : • n L Only k -ft •.••.• k ft .••••• SOnly k -ft ;••;•; •k -ft •• WOnly k -ft • • •••••• E Only k -ft . . • li$ VOW HOnly k -ft •••• : k-% :••••� Maximum Deflections for Load Combinations ••. Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.032 in 7.550 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.024 in 7.550 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.024 in 7.550 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.032 in 7.550 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft 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 L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.054 in 7.550 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 9 Sketches I Y I I- 0415 •#5 0#5 1 •#5 #5 •#5 Interaction Diagrams X g I W i im. -V x -x �oa.y way v.v w. 37 Project Title: 325 Northeast 104 street Engineer: DT Project Descr: Project ID: 1720029 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 0 Load Comb.=.1.40D-1,60H, Alpha= 90.Odeg. (3.30. 0,23) Concrete Column P -M Interaction Diagram Phi " Mn @ Alpha (k -ft) 1 0 Load Comb.=-1.200�O.5OLr+16OL*1.60H, Alpha- 90.0deg. (101.0.21) 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 0 Load Comb.=.1.400+1.60H. Alpha= 0.0deg, (3.30.0.23) Concrete Column P -M Interaction Diagram Phi . Mn @ Alpha (k -ft) © Load Com6.=+1.20Dw.50L,-1.60u1.60H. Alpha= O.Odeg. (3.01.021) 38 Primed: 17 FEB 2017, 10:24AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FLICalculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 r.tt9 • Description : CO2- 8"x16" • • •. • • •. • •.. Concrete Column P -M Interaction Diagram Concrete Column P-Mlnte••actlon Diagram • • • • • • • 275.0 Phi ' Mn @ Alpha (k -ft) Phi ' Mn @ Alpha (k ft) • • • • 275.0 _ • •. • • _......r...�. • • • • �� • • 247.5 - 247.5 4444 0000 44.00 � 4 220.0 220.0. •• • •• 0000•• • 44 4 • 4 4• • 192.5 192.5 • • - 165.0 165.0 • • • 137.5 a 137.5 - • • • a 110.0 a 110.0 �a 82.5: 82.5 55.0 55.0 27.5 27.5 - 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 0 Load Comb.=.1.40D-1,60H, Alpha= 90.Odeg. (3.30. 0,23) Concrete Column P -M Interaction Diagram Phi " Mn @ Alpha (k -ft) 1 0 Load Comb.=-1.200�O.5OLr+16OL*1.60H, Alpha- 90.0deg. (101.0.21) 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 0 Load Comb.=.1.400+1.60H. Alpha= 0.0deg, (3.30.0.23) Concrete Column P -M Interaction Diagram Phi . Mn @ Alpha (k -ft) © Load Com6.=+1.20Dw.50L,-1.60u1.60H. Alpha= O.Odeg. (3.01.021) 38 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Project Descr: 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 O Load comb.=•1.200-1.60L.O.SOS•160H. Mph"= 90.Odag, (2.83.010) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) O Load Comb =.1.20D•16OLr.0.50L.1WH. Mph- 90.Oda9, (341,024) I 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 () Load comb. _ .1.20D.1.6OL-O.50S.1.80M, Mpba= 0.0deg. (2.83, 020) Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) 0 Load Comb. =.1.20D•1.WLr.0.50L.1.60M, Alpha= O.Odeg. (341.024) 39 Pnnted: 17 FEB 2017, 10:24AM Concrete Column File= P:117211720029 325 Northeast 104 street, MI-I'Malculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 r.(t • Description : CO2- 8"x16" • . •. •. • • • • • • Concrete Column P-1 Interaction Diagram Concrete Column P -M Interaction Diagram 00 0Ofe 275.0 Phi ' Mn @ Alpha (k -ft) 275 0 Phi ' Mn @ Alpha (k -ft) • • • • • • 247.5 247.5 •••• •••• •s••• •••••• •• • • • ••••• 220.0 I 220.0:. •�•••• •••• •••••• • 192.5 192.5:: • w • • 165.0 • 165.0 - • • • •••••• 137.5 a 137.5 s • �a • 110.0- a 110.0 a- 82.5 82.5 55.0 55.0 ' 27.5 - 27.5 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 O Load comb.=•1.200-1.60L.O.SOS•160H. Mph"= 90.Odag, (2.83.010) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) O Load Comb =.1.20D•16OLr.0.50L.1WH. Mph- 90.Oda9, (341,024) I 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 () Load comb. _ .1.20D.1.6OL-O.50S.1.80M, Mpba= 0.0deg. (2.83, 020) Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) 0 Load Comb. =.1.20D•1.WLr.0.50L.1.60M, Alpha= O.Odeg. (341.024) 39 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Protect Descr: Printed: 17 FEB 2017, 10:24AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 Description : CO2- 8"x16" 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 Concrete Column P -M Interaction Diagram Phi' Mn @ Alpha (k -ft) ® Load Comb.=+1.20D+1.60U+0.50W+1.60H, Alpha= O.Odeg. (3.41,1.45) Concrete Column P -M Interaction Diagram Phi ` Mn @ Alpha (k -ft) Q Load Comb. = +1.20D+0.50L.1.6Os.1.80H. Alpha= 0.0dag, (2.83.0.20) 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 O Load Comb. = +1.20D.0.501.+1.805+1.601-1, Alpha= 90.0deg, (2.83.0.20) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) p Load C-b.=+1.20D+1.60S+0.50w+1.60H, Alpl- O.Odeg. (2.83, 1A4) 40 • • 0000 0000•• 00.0.0 04 00 0000•0 Concrete Column P -M IntEmaction Diagram 275.0 Phi' Mn @ Alpha (k ft) 0 0.6 , .�.� .--0 0000_ „r•••a�_�• • • • • 247.5 0000 0000 1000•• •••••• •• • 0000• 220.0_ 00 •• • •• r•r••• • - 0000• • • 192.5: • • • 0 •000.0 165.0 0 • • • • • •0 900 Vb000• 137.5: ••� is 110.0 a- 82.5 82 55.0 27.5 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 O Load Comb. = +1.20D.0.501.+1.805+1.601-1, Alpha= 90.0deg, (2.83.0.20) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) p Load C-b.=+1.20D+1.60S+0.50w+1.60H, Alpl- O.Odeg. (2.83, 1A4) 40 Project Title: 325 Northeast 104 street Engineer: DT Project ID: 1720029 Protect Descr: 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 O Load Comb. =+1.20D+0.50Lf+0.50L+W+1.80H, Alpha= O.Odeg, (3.012.88) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) 0 Load Coe4 =+1IDD+0.50L+O.70S+E+1.BOH. AW- 90.0deg, (2.83.020) 1 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 0 Load Comb.=+1.20D+O.50L+0.50S+W-1.60H, Alpha= O.Odeg, (283. 2.08) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) Q Load C-b.=+1.200+0.SOL+O.70S+E+1.SOH, Alpha= 0.0deg, (2.83.0.20) 41 Printed: 17 FEB 2017,10:24AM Concrete Column File = P:117211720029 325 Northeast 104 street, MI-FL1Calculation1325 northeast 104st.ec6 ENERCALC, INC. 1983-2017, Build:6.17.1.31, Ver:6.17.1.31 KW -06009148 Licensee: ENGQUEST Consulting Inc Description : CO2- 8716" • • • • • • .. • • • • 0000•• •• •• •9•••• Concrete Column P -M Interaction Diagram Concrete Column P Interaction Diagram 0090•• • • • 275.0 Phi ' Mn @Alpha (k -ft) 275.0 Phi ' Mn @ 1pla i k tt) i • • • • i • • • • A.. •••• 0000 00000 247.5.. 247.5 ( • • 0000•• •• • •0••• 220.0 220.0 •• • •• •••9•• • 192.5. 192.5 -_ • • • • • • • • ••••9• 165.0 - 165.0 • • • • • • • • •a•••• 46 137.5 c137Q..5 = • • • Q- 110.0 110.0 a 110.0 Q- 82.5 82.5 - 82.5 55.0 - 55.0 27.5 = I 27.5 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 O Load Comb. =+1.20D+0.50Lf+0.50L+W+1.80H, Alpha= O.Odeg, (3.012.88) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) 0 Load Coe4 =+1IDD+0.50L+O.70S+E+1.BOH. AW- 90.0deg, (2.83.020) 1 275.0 247.5 220.0 192.5 165.0 137.5 110.0 82.5 55.0 27.5 0 Load Comb.=+1.20D+O.50L+0.50S+W-1.60H, Alpha= O.Odeg, (283. 2.08) Concrete Column P -M Interaction Diagram Phi ' Mn @ Alpha (k -ft) Q Load C-b.=+1.200+0.SOL+O.70S+E+1.SOH, Alpha= 0.0deg, (2.83.0.20) 41 January 15, 2016 Douglas Bennion Quad -Lock Building Systems Ltd. 7398 132 Street Surrey, BC, V3W 4M7 Canada 1500 Brigantine Drive Coquitlam, BC V3K 7C1 Telephone: (604) 520-3321 Facsimile: (604) 524-9186 www.intertek.com Letter Report No. 102389845COQ-002c Project No. G102389845 Ph: X4590-3111 : • • • Fx: W -590-W2 • : • 0000.:k. .. . 0000.. em@UUas(cD_n djock.o� m • 0000 0000 :**Go: . 0 0 . .... 0000 60.90 RE: Equivalency Letter- FL# 10431 .. .. .. 0000.. 0000.. Intertek Testing Services has reviewed ASTM E2634 (2011) "Standard Specification for;lat Wall Insulating -. % Concrete Form (ICF) Systems", and has determined that products complying with the;2014version also compsy ... with the 2008 version which is referenced in the 2014 Florida Building Code (FBC). Intertek has stag rgvieM • ASTM El 19 "Test Methods for Fire Tests of Building Construction and Materials" (2014) and UL 723 "&andard for Test for Surface Burning Characteristics of Building Materials" (2010), and has determined that these editions of the standards are equivalent to the 2008 editions referenced in the 2014 FBC. If you have any questions, please do not hesitate to contact me at (604) 528-4304. Regards, INTERTEK TESTING SERVICES NA Emma Amiralaei, EIT Peter Gildenstern, Eng.L. Engineer- Evaluation Services Manager - Manufactured Housing 61-!4 N S CE Ir All services undertaken are subject to the following general policy: This report is for the exclusive use of Intertek Testing Services NA Ltd.'s (Intertek's) client and is provided pursuant to the agreement between Intertek and its client. Intertek's responsibility and liabr6ty are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the client in accordance with the agreement, for any loss, expense or damage occasioned by BEAB the use of this report, Only the client is authorized to copy of distribute this report and then only in its entirety. Intertek must first approve any use of the Intertek "owo"d name or one of its marks for the sale or advertisement of the testing materials, product or service in writing. The observations and test results in the report are relevant only to the sample tested. This report by itself does not imply that the material, product or service is or has ever been under Intertek's certification program. Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM SpeCDIRECT POWERED BY 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0000.. 0000.. This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. Only the Client is authorized to permit copying or distribution of this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 1 of 6 0000 '0000' LISTING INFORMATION OF Quad -Lock Insulating Concrete Ftlrms (ICFs, : 06..06 0000 0000.. SPEC ID: 35720 •... 0000 0000 0000 0000.. .. 0000 .. 0000.. 0000.. Quad -Lock Building Systems Ltd. •'• ' 7398 St. •.: -132nd Surrey, BC V3W 4M7 Canada 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0000.. 0000.. This report is for the exclusive use of Intertek's Client and is provided pursuant to the agreement between Intertek and its Client. Intertek's responsibility and liability are limited to the terms and conditions of the agreement. Intertek assumes no liability to any party, other than to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report. Only the Client is authorized to permit copying or distribution of this report and then only in its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Intertek. The observations and test results in this report are relevant only to the sample tested. This report by itself does not imply that the material, product, or service is or has ever been under an Intertek certification program. Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 1 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM SIQeCDIRECT PowEREC BY Quad -Lock ICFs are insulated concrete form (ICF) systems that are formed from expandable polystyrene (EPS) beads with polyethylene cross -ties and/or ABS fastening strips. The EPS panels are available in the following thicknesses: • 2-1/4" Regular Standard .... • 3-1/8" Ultra 3 and 4 hours • • • • • • • • .. • 4-1/4" Plus • • , • • ...... .. .. ....% CAN/ULC S101 Design Listing No. QBS/ICF The ICF systems core nominal thicknesses are available in the following dimensions: ;••••; ,,,, ,,,, STM E84 (EPS) .... .... ..... • 3-3/4" ..�..� �.• .� ..... • 5-3/4" .. .. . .. ...... • • 7-3/4" Meets calculated requirements Form Systems ....:. Exceeded the requirements of 675 Ib/ft2 • 9-3/4" STM D732 (cross -ties) :..... 11-3/4" •• ••• STM D1929 (fastening • trips) • • 13-3/4" RATINGS Product/Assembly Standard Rating (if applicable) 3 and 4 hours STM E119 (2-1/4" EPS) Design Listing No. QBS/ICF 40-01 3 and 4 hours CAN/ULC S101 Design Listing No. QBS/ICF 40-01 STM E2634, including: STM C578 (EPS) ype II, Type IX EPS STM E84 (EPS) Flame Spread: 25 Smoke Developed: 250 STM D635 (cross -ties) Meets CC2 requirement STM D1929 (cross -ties) 827.3 OF Quad -Lock Insulating Concrete STM D1761 (cross -ties) Meets calculated requirements Form Systems ASTM D638 (cross -ties) Exceeded the requirements of 675 Ib/ft2 STM D732 (cross -ties) Exceeded the requirements of STM D1929 (fastening 163 psi trips) Quad -Lock Building Systems Ltd. 1357201 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 2 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM Attribute Criteria Criteria Criteria Criteria Criteria Criteria CSI Code Intertek Services Listed or Inspected Listing Section Report Number Spec ID Verification Testing M D635 (fastening strips) M D1761 (fastening s) L 723 SpeCDIRECT PowERED BY 31.7 OF CC2 requirement eets calculated reauirements Riling burning only:...' ...0:0 FSI: 16 --Ml: 5 •• ... .... ...... oor burN�...Qnly: • FSI: 35•.SD1: 1150.. STM C177 (2-1/4" EPS) X0.12 F.ftjMTU •;••; 000 ;• NFPA 286 (4-1/4" EPS, 6" Meets thecvnditiohs of ••• •• core, 1/2" gypsum board) acce taAMNASTMOE2634 Value CAN/ ULC S101 (2007) NFPA 286 (2011) ASTM E2634 (2011) ASTM C578 (2012a) ASTM E119 (2014) UL 723 (2010) 03 10 00 Concrete Forming and Accessories Certification LISTED CONCRETE FORMS G101554142; G101872319; G102089016; 484-2063; 3028544; 3105717; 6802; G101314808; 3105457 35720 No Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51PM I Uncontrolled Copy Page 3 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM DRAWING INDEX QBS-ICF 240-01 SpecDIRECT aDWERED ey ... . . 0000 0000.. 0000 0000.. 0000 0000 0000 0000 0000.. .. 0000 0. .. 0000.. 0000.. .. . 000 . .. 0000.. 0000.. 0000.. 0000. 0000. 0000.. 0000.. .0000. Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 4 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM QBS-ICF 240-01 SpecDIRECT POWERED BY Division 03 — Concrete Page 1 of 2 03 1100 Concrete Forming 03 11 19 Insulating Concrete Forming : • • • •• • Quad -Lock Building Systems Ltd. + • • • • • Design No. QBS/ICF 240-01 9 0 *: 0 0 Insulating Concrete Forming Quad -Lock Insulating Concrete Forms • • • • • ASTM E119-07 CAN/ULC S101-04 • • • • • Fire Resistance Rating: 2, 3, and 4 Hour 000000 •••••• 0000•• • 0.0 • MIN. CORE THICKNESS MAX. FIRE RATING 3-3/4 in. (96mm) 2 Hour 5-3/4 in. (146mm) 3 Hour 7-3/4 in. (197mm) 4 Hour 1. CONCRETE: Pour concrete with density of 150 Ib/ft? (2400 kg/m3) into the ICF system. The concrete shall have a min. 3000.0 psi (20.7 MPa) normal compressive strength after 28 days curing time, a max. slump of 6 in., max. aggregate size of 3/4 in. for core thicknesses greater or equal to 7-3/4 in., and 3/8 in. for core thicknesses less than 7-3/4 in. Place the steel reinforcement (not shown) before filling the ICF system with concrete. The rebar used is to be designed and placed per the applicable Code requirements and approved by a registered Date Issued: August 31, 2015 Project No. G102089016 design professional with the appropriate license for the Authority Having Jurisdiction. 2. CERTIFIED MANUFACTURER: Quad -Lock Building Systems Ltd. CERTIFIED PRODUCT: Quad -Lock Insulating Concrete Forms (ICFs) CERTIFIED MODEL: Regular: 2-1/4 in., Ultra: 3-1/8 in., and Plus: 4-1/4 in. Quad -Lock Building Systems Ltd. 1 35720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 5 of 6 •• • 0000•• • •• •• 0000•• 0000•• •• • 0000• •• • 0000• • • • • • 0000•• • Quad -Lock Building Systems Ltd. 1 35720 1 Rev: Sep 10 2015 3:51 PM I Uncontrolled Copy Page 5 of 6 Report prepared for: Emma Amiralaei (Intertek) on 12/22/2015 3:13:59 PM QBS-ICF 240-01 (page 2 of 2) Division 03 — Concrete 03 1100 Concrete Forming 03 11 19 Insulating Concrete Forming The Quad -Lock ICF forming systems consist of Type II and IX molded expanded polystyrene (EPS) foam panels with embedded high density polyethylene cross -ties (Item 3) and/or ABS fastening strips (Item 4). The EPS panels used on Regular are manufactured from Type IX EPS beads; the Ultra and Plus panels use Type II EPS beads. The cross -ties are color coded to indicate different installation core thicknesses (cavity thicknesses). The Quad -Lock ICF core thicknesses are 3-3/4 in., 5-3/4 in., 7-3/4 in., 9-3/4 in., 11-3/4 in., and 13-3/4 in. The cross - ties are spaced by 12 in. intervals along the length of the constructed wall. 3. HDPE CROSS -TIES: Injection molded high density polyethylene cross -ties are 7-1/2 in., 9-1/2 in., 11-1/2 in., 13-1/2 in., 15-1/2 in., and 17-1/2 in. long; the cross -ties are color coded according to their lengths. Cross -ties are installed at the intersection of the horizontal and vertical joints of all panels and every 12 in. oc in between. The spacing is indicated by deep grooves in the EPS panels. Sp-ecDIRECT MwERED BY Page 2 of 2 Y • walls and the interior facing sides of*@Aariov walls. Gypsum wallboards installed murJ4ia;%& min. thickness of 1/2 in. and min. area de0�tvjpf 1.54 Ib/ftz. The gypsum wallboards are to be fastened to the HDPE cross -des, with• M*x 1-5/81n. Type S drywall screws spacetl•=21M oc. Gaps between adjacent gypsum wallboards and screw head cavities shall be taped arWgI@4 with joint compound. The fire rating ortextedot walls with gypsum wallboards installed on the interior facing side only applies from the=nsidp! • 6. INTERIOR AND EXTERIOR FINISHES (Optional, Not Shown): Interior and exterior finishes may be added to Quad -Lock ICF systems without affecting the fire -resistance rating. 4. ABS FASTENING STRIPS (Optional, Not Shown): Fastening strips are available as an option for Regular and Plus panels. The fastening strips are 1-1/2 in. wide strips made 7. from ABS plastic, and are molded into the EPS panels every 12 in. measured from the centre. The fastening strips provide anchoring for exterior wall cladding or siding. S. GYPSUM WALLBOARDS: Non -fire -rated gypsum wallboards shall be installed on interior Date Issued: August 31, 2015 Project No. G102089016 Exterior finishes may be applied to the exterior side of the forming system wall assembly without diminishing the assembly rating when desired. Exterior Insulation Finishing System (EIFS), any exterior stucco, brick or brick veneer, stone or stone veneer, cultured stone and siding made from vinyl, aluminum, wood, or steel may be used. Apply exterior finishes in accordance with the manufacturer's instructions. WALL ASSEMBLY: The Quad -Lock ICF system may be used as either an interior or exterior wall. ICFs exposed to the interior of a building shall have a thermal barrier attached. Exterior walls are only required to have a thermal barrier on the side facing the interior of the building. The fire resistance is applicable to the Quad - Lock ICF systems from either side. •• • • • • Y • •• • ••••• • • • 000600 • • • • • •••••• •••••• • • Quad -Lock Building Systems Ltd. 135720 1 Rev: Sep 10 2015 3:51 PM ( Uncontrolled Copy Page 6 of 6 SHOP DOCUMENT REVIEW This document has been reviewed for general conformance with design concept only based on drawings prepared by this office. This review does not relieve the Contractor from conformance with the construction documents, site conditions, building department requirements and local MIAMI•DADE building codes. ®MIAMI-DADE COUNTY + ❑ NONCONFORMING —revise and resubn4tRQWi1& CONTROL. SECTION 11805 SW 26 Street, Room 208 NOTED DEPARTMENT OF REGULATORY AND L�OI�i��3� Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION VI T (786) 315-2590 F(786)315-2599 FORMS TO DESIGN 0000 NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 East 29 Street By: Hialeah, Florida 33013 Date: ...... .. .. ...... ........ SCOPE: • . .... .... ..... . This NOA is being issued under the applicable rules and regulations governixg•" use of comstructioA • • materials. The documentation submitted has been reviewed and accepted by Miam Dade County Rl3R* •; • Product Control Section to be used in Miami Dade County and other areas whei'AMved by thb Authority'. Having Jurisdiction (AHJ). 0 0 000000 This NOA shall not be valid after the expiration date stated below. The Miami -Dade, 6tanty 4rpduct Coniti • •; Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reset-Vc:the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA, NVTAS, NVBH, NVUH, NVRT and NVTH Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and NVUH 26, NVRT and NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process'. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other proposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.33 and consists of this page 1 and evidence pages E1 and E2, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 X712,17 s Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED k0710 1s Carlos M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July30, 2020 Approval Date: July 30, 2015 E-1 . . .... ...... A. DRAWINGS ...... .... ...... 1. Drawing No. NU -2, titled "NVTA and NVTAS, NVBH 24 and��WUH 2"VRT aW • •; NVTH", sheets 1 through 4 of 4, dated 04/15/2015, prepared bybW-Vue*k1dttstries,• •; • - Inc. signed and sealed b Vi in N. Tolat P.E. • • • • ° • • • 00000 .. .. . .. ...... B. TEST "Submitted under NOA No. 05-0701.04" . . . . ...... .... % • Test reports on wood connectors per ASTM D1761 by Product Testing, Tries s;gned' ' and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up & Downward 01/17/03 10. PT 02-4096 NVBH24 Up &Downward 12/03/02 11. 31-22456.0002 NVTA & NVTAS Lateral 07/06/02 12. PT 04-4698 NVTH24 Upward Paraltel/Perpendicular 04/15/04 13. PT 04-5036 NVTH24 Upward Load 12/10/04 C. CALCULATIONS "Submitted under NOA No. 04-1202.01 " Report of Design Capacities prepared by Vipin N. Tolat, P.E. Product Model No. of Pages . Date Signature 1. NVBM24 7 through 8 05/05/03 V. N. Tolat, RE 2. NVRT 9 through 14 05/05/03 V. N. Tolat, P.E. 3. NVTA & NVTAS 1 through 6 05/05/03 V. N. Tolat, P.E. 4. NVTA & NVTAS 1 through 14 02/06/03 V: N. Tolat, P.E. 5. NVRT 15 through 15 07/07/03 V. N. Tolat, P.E. k0710 1s Carlos M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July30, 2020 Approval Date: July 30, 2015 E-1 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED "Submitted under NOA No. 04-1202.01" 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. o%°�S Car os M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E-2 . . .... ...... D. QUALITY ASSURANCE ...... .... ...... 1. Miami -Dade Department of Regulatory and Economic Resourt'W(RER) :....: .... .... ..... ...... .. . ..... E. MATERIAL CERTIFICATIONS • • • • • • • • • • • • 1. None. • . . . . . ...... F. STATEMENTS 1. Statement letter of code conformance to 2010 and 5th (2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 04-1202.01" 2. No Financial Interest and code compliance letter issued by Vipin N. Tolat, P.E., on 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. o%°�S Car os M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E-2 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS N Length n Product Code 5 Doug e .at ' Gouge strop 16 NV7A-16 NVTAS 212 20 14 IB NVTA-18 NVTAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 WAS 218 20 14 24 NVTA-24 WAS 220E20 1048 14 26 NVTA-26 NVTAS 22214 •2192 250 28 NVTA-28 NVTAS 22414 250 500 30 NVTA-30 NVTAS 22614 500 36 NVTA-36 WAS 232 14 48 NVTA-48 WAS 244 20 14 No, of Fasteners each strop too Maximum Allowable Load Ibs Uplift Uplift L7 Single L2 Single Single Double & Da l k Double Strap Straps Strops Strops 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 250 S00 8 902 •1804 250 500 9 951 •1902 250 500 10 999 •1998 250 500 11 1048 •2096 250 500 12 1096 •2192 250 500 13 1145 •2290 250 500 14 1193 •2290 250 500 -Note: For 8 or more note per strap. use double truss lar double strops. T • Tr..aa Annhnra NVTA and RivetA Trust Achors with Seat NVTAS 0 N Length (in) Product Code General Notes: Gouge stroll 1. Steel shall conform to ASTM A653, SS grade 33, yield 33 ksi, m' NVTA-I6 NVTAS 212 tensae strength 45 kA and min. golUzed cooling of G 60 per AS A653. ,rtr 2. Allowoble loods and losteners are based on NDS 2005/2012. N 3. Design roods ore lar S. Pine, specific grovlty 0.55. Design loads far other 4" species shall be adjured per NDS 2005/2012. MIN. EMB. 4. Allowable uplift loads hove been ad)ualed far load duration factor CD of 1.6. 14 Allowoble graNly loads hoM Daen adjusted for CO lues of 1.0, per table 2.3.2 I, NVTAS or NOS 2005/2012. Design loods do not Include 33% increase fa steel and .. .. concrete. 1' 5. Concrete In Tle beams shall be min. of 2500 pat. Concrete Masonry, Grout"I�� 14 and mala to concrete masonry shall be min, of 1500 psi. Concrete mosonry I� shall comply with ASTM C90. 14 6. Combined load of Uplift, Ll and L2 shall satisfy the f,Mowing equation. NVTA-28 NVTAS 224 Nreob4LUpliq + aAe� Li + --o .... 7. Allowable foods are based an 115" thick wood members unless otherwise 0 • noted. 14 B. All designs Conform to FOC 2010 and 2014. H 00006 MIN 4" 48 F11B. •OO*OO NVTA 1" T • Tr..aa Annhnra NVTA and RivetA Trust Achors with Seat NVTAS 0 N Length (in) Product Code Couge seat Gouge stroll 16 NVTA-I6 NVTAS 212 20 14 18 NVTA-IB NVTAS 214 20 14 20 NVTA-20 WAS 216 20 14 22 NVTA-22 WAS 218 ...... .. .. ...... NVTA-24 NVTAS 220 20 14 26 NVTA-25 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 .... .... • . 0 • • 0 14 •••• 410000 00006 14 48 NVTA-48 NVTAS 244 •OO*OO •• • 000.0 T • Tr..aa Annhnra NVTA and RivetA Trust Achors with Seat NVTAS 0 N Length (in) Product Code Couge seat Gouge stroll 16 NVTA-I6 NVTAS 212 20 14 18 NVTA-IB NVTAS 214 20 14 20 NVTA-20 WAS 216 20 14 22 NVTA-22 WAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-25 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 NVTAS 228 20 14 36 NVTA-36 WAS 232 20 14 48 NVTA-48 NVTAS 244 20 11 No. of �� ,. ,..,.,.,. ..... Foshners Upli1t UDlift Lt Single Singl ��5 .raP Single Double & Double R 0d6tl 01.5" Stro} Strops Strops OStrops 1032 1 22304 250 1 50D Q 12 1178 •2356 520 630 13 1187 •2374 520 1 630 -Note: For 8 or more nails per strop, use double truss far double strops. FRODUCTR8/ZW6D as ra "I'll .410 •e elaMe Perpendicular A"== 1 $ I to wonso i', , fie', ,i' 1�4Are Hedws CaesW O t �• Reinforcements Required 2j" o O 21. �— Concrete Tie form a Ti. Berm loaned o concrete feted m masonry O Hales Dio. 1 NVTA, NVTAS TABLE 3 NVBH 24 BUTTERFLY HANGER Notes: 1. Use all specified fastener In schedule to achlew values Indicated. 2. Values am based on 1%J' header and Joist thickness. 3. See General Notes. Sheet 1. SYMM.® Mid Span . . .... FASTENER ALLOWABLE g 8 SCHEDULE LOADS (lies.) E DOWNWARD WIND UPLIFT LOAD ...... .. .. ...... m x GRAVITY LOADS 2x .1114 16 12 6 1113 Notes: 1. Use all specified fastener In schedule to achlew values Indicated. 2. Values am based on 1%J' header and Joist thickness. 3. See General Notes. Sheet 1. SYMM.® Mid Span Notes: 1. Use all specified fasteners In schedule to achlew values indicated. 2. Values are basad an 3' header thickness and 11' Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span I r� L 2}' d(}' ° 1.110 o r o 0 s 0 ° o S}. 0 s 3}' 1r vm N. TouT. FR (C1VR) FL. RRG. • 12847 15123 LAN MtN CF= LANE HOEWW, TB 77068 V3 Nu-Vue TndusMes ma. 1069-1069 Bast299hset Hislsh. Fluke 99013 PHONE: (806) 604-0Wf FAX: (806) 694-M NM 24 AND NV( H 26 HWGERS DwG r. -- 1: NU -2 2 of 4 ARI A 9016 . . .... ...... qDOWNWARD GRAVITY LOADS WIND UPLIFT LOAD ...... .. .. ...... x 8 2x6 NWH28 .... .... • . 10 2233 1213 •s•• 0000 ••••• • . . 0 • 00 TABLE00 • NWH 26 JOIST MONGER • • s• ••• A4WABI.F+ �/iD5 (lies.) • • • • 0 0 000 N x • • Notes: 1. Use all specified fasteners In schedule to achlew values indicated. 2. Values are basad an 3' header thickness and 11' Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span I r� L 2}' d(}' ° 1.110 o r o 0 s 0 ° o S}. 0 s 3}' 1r vm N. TouT. FR (C1VR) FL. RRG. • 12847 15123 LAN MtN CF= LANE HOEWW, TB 77068 V3 Nu-Vue TndusMes ma. 1069-1069 Bast299hset Hislsh. Fluke 99013 PHONE: (806) 604-0Wf FAX: (806) 694-M NM 24 AND NV( H 26 HWGERS DwG r. -- 1: NU -2 2 of 4 ARI A 9016 qDOWNWARD GRAVITY LOADS WIND UPLIFT LOAD g Zi x 8 2x6 NWH28 14 20 10 2233 1213 Notes: 1. Use all specified fasteners In schedule to achlew values indicated. 2. Values are basad an 3' header thickness and 11' Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span I r� L 2}' d(}' ° 1.110 o r o 0 s 0 ° o S}. 0 s 3}' 1r vm N. TouT. FR (C1VR) FL. RRG. • 12847 15123 LAN MtN CF= LANE HOEWW, TB 77068 V3 Nu-Vue TndusMes ma. 1069-1069 Bast299hset Hislsh. Fluke 99013 PHONE: (806) 604-0Wf FAX: (806) 694-M NM 24 AND NV( H 26 HWGERS DwG r. -- 1: NU -2 2 of 4 ARI A 9016 TABLE 5 NVRT Flat and Twisted Rafter Ties Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-3o 14 36 NVRT-36 14 r48 NVRT-48 14 16d Fasteners Maximum Uplift Load (Ibs) TOTAL. memeger» Flat Ties Twisted Ties 6 4 725 724 10 5 861 860 12 6 998 996 14 7 1135 1132 Notes: 1. Specify "F' for net and "T' for Tweeted when ordering. 2. Fastener wlues are based on a minimum if thick wood members. 3. • Indkates no. of malls in each connected wood member. 4. See General Notes, sheet 1. 1 io LENGTH _I HALF HALF Connected connected to trues I to wall I LENGTH PRODUCT RENEWED r wso*h. wph tie FwwkW swildingcods '� �I eqlb� n�aetel By Pre TABLY 1... .. .41 .. Is .. — NVRT Twisted Rafter Ties RQ CAltrete Tie Booms • o . o • • • � or Concrete Filled. Masonry • Length (in) Product Code Gauge 12 NVRT-12 14 . . .... ...... 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 ...... .. .. ...... NVRT-30 14 .... NVRT-36 ...... Nv1Tr-48 14 .... .... ..... TABLY 1... .. .41 .. Is .. — NVRT Twisted Rafter Ties RQ CAltrete Tie Booms • o . o • • • � or Concrete Filled. Masonry • Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 NVRT-30 14 F36 NVRT-36 14 Nv1Tr-48 14 No. of 16d IMils N•. of }' diameter Maximum Uplift to Wood Fralhing Tocons tosiConcre'tp Load ytyal • • e 4 • • 6 • • 7X 5 6 8 • 991 7 9 1125 4 2�4 1�� o 0 1�» O NVRT Anchor Notes: Holes dia. J" 1. ITW topeons shall be embedded a minimum of 11" Into concrete tiebeam a tiebeam formed with concrete filled masonry. ITW topcons shall Do not hove a min. edge distance of 2, and minimum spacing of I� as shown. Use cIrci d Was 2. See General Note., sheet 1. 16d 3. All topcons must be In the some row spaced at 111" on centers. Do not use holes In the opposite row. ° �'Tapcona Strap must be long enough to accommodate required tapcons. 0 0 0 1 See o ° 1 Trr' m•"",,, V1PD7 N. TOIAT, PB (C1VII,) Note 3 ° 1 FL RHG.1112847 fl o �1(' 16123 LANTMW CRREK IANE RO1SIM, TX 77058 Nu—Vue htdueMe0. hire. 1053-1059 East 29 Street Hialeah, Florida 33013 PHONE (305) 694-0397 2, Min. edge distance LS FAX: (305) 694-0398 cement required 4 NVRT FIAT AND TTAMW RAFTER TUBS DWG 01. Shoor nate: —] NU -2 8 of 4 IWI% est. Re Beam formed with concrete flied masonary or concrete tie bean rw axor. f' H MW. 4` EMB. NVTH 1)¢• Truss plate required to transfer load to\ bottom chord \ Truss plate required to transfer load to seat bottom chord In Srap �gle �trop D ' 61,- SR ,in) Reinforcements Required Single Strap Single Truss Conorete Tie Beam or Tie Beam formed NVTH-16 with concrete filled 14 masonry Reinforcements Required Double Strap Double Trues o� Concrete Tie Beam or Te Beam formed Mtn concrete filled masonry 1 For General Note., sea sheet 1 Nags on Front k Back Shall be off centered 5 Nall. In Front (Min.) Nags 10d x 1.5' PRODUCTRENEWRD raesing C.6 es•e■r1arY. Amyrera rb[S-Af�t7d� M Q7i " M ,MM Cu•al • Code seat strop In Srap �gle �trop D ' 61,- SR ,in) each tOd x 1.5 o Singl! drruss Double Truss ...... .. .. 12 NVTH-16 18 14 5 1032 2064 •7a 6 1222 2444 14 Truss Anchors 01VTH • • H 16 NVTH-20 18 14 • Alximum 1275 2550 Product Gauge Gouge •ofeFasteners -.a- ng- Code seat strop In Srap �gle �trop D ' 61,- SR ,in) each tOd x 1.5 o Singl! drruss Double Truss 12 NVTH-16 18 14 5 1032 2064 6 1222 2444 14 NVTH-18 18 14 16 NVTH-20 18 14 7 1275 2550 8 1329 2658 18 NVTH-22 18 14 9 1383 2766 20 NVTH-24 18 14 10 1437 2874 22 NVTH-26 18 14 11 1490 2980 12 1544 3088 24 NVTH-28 18 14 13 1598 3196 26 NVTH-30 18 14 ix, 32 NVTH-36 18 14• 44 NVTH-48 18 14 q• 0 IA yg o IA* VIP[N N. TOIAT, PE (CIVLL) 0 Dia Hoo le. . FL REG. / 12847 15123 LANTERN CREEK LANE HOUSTON, TX 77068 NVTH Nu— V u e Lnduetmes, no. 1069-1059 Zest 29 Stn HleleeFlorida 9301 Phone: (33 05) 884-0907 Fez: (906) 884-0398 / l NVTH ANCHORS DWG /: Sheet: Dnte: I Revisions: NU -2 4 of 4 Mrs 15, sore cQui�n` DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) Nu-Vue Industries, Inc. 1055 East 29' Street Hialeah, FL 33013 MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidade.gov/economy • • 9.90 9990.. 0000.. 0000 0000 �..... SCOPE: • • ' 9000 00 This NOA is being issued under the applicable rules and regulations governing "o.>ase of,: o0n$tructio9�... •.; 41 0 • materials. The documentation submitted has been reviewed and accepted by Miar►ritade IoW REI; -b.... Product Control Section to be used in Miami Dade County and other areas where:Atqnd by the -Authority Having Jurisdiction (AHJ). ' ' ' • 000.04 0000.. This NOA shall not be valid after the expiration date stated below. The Miami-Dade.�ouv ty Product Control...: Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve.$e right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revolve this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series AB, NVSTA, NVHTA, NVTHJ, IKE, NVTT and NVHC-37 Steel Wood Connectors APPROVAL DOCUMENT: Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets 1 through 4 of 4, dated 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been Fled and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0206.17 and consists of this page I and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 16-0201.22 MIAMI•DAD6 COUNTYX Expiration Date: May 22, 2018 Approval Date: June 2, 2016 �cl¢ f1G Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 0000 1. Drawing No. NU -1, titled "Truss and Top Plate Anchors", sheets 1 tllrough.4 of t,•date8 02/18/2008, with last revision dated 01/25/2016, prepared by Nu-Vue lAduStries, Jnc„ 4gned and sealed by Vipin N. Tolat, P.E. 0000.. C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 51 edition (2014) FBC and of no financial interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. 0000.. 0000.. 0000.. 00000 0000. 000.00 ..0000 0000.. "Submitted under NOA # 13-0206.17" 2. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 16-0201.22 Expiration Date: May 22, 2018 Approval Date: June 2, 2016 E-1 0000 0000 B. TESTS "Submitted under NOA # 08-0325.02" 0 Test reports on wood connectors per ASTM D1761-88 by Product Testing, Iuj.- 4jgned aan•��• sealed by C. R. Caudel, P.E. 0000.. Report No. Wood Connector Load Direction 'Date . 1. 05-5195A AB -5 F1 and F2 �•Q6/03/W*" 2. 05-5196A AB -7 F1 and F2 06/11/05•. ; 3. 04-4995 NVTHJ-26 Upward 01/31/05 " 4. 04-4996 NVTHJ-28 Upward 01/31/05 5. 05-5612 IKE-1 Upward, L1 and L2 03/20/06 6. 06-5622 IKE-2 Upward, Ll and L2 05/01/06 7. 04-4908 NVTT Upward and L1 07/21/04 8. 03-4631 NVTT Upward and L1 06/21/04 9. 08-6711 NVHC-37 Upward, Ll and L2 03/14/08 C. CALCULATIONS "Submitted under NOA # 08-0325.02" 1. Shear value of common wire nails and steel plate tensile calculations, prepared by Vipin N. Tolat, P.E., Consulting Engineer, dated 03/20/2008, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 51 edition (2014) FBC and of no financial interest, dated 01/29/2016, signed and sealed by Vipin N. Tolat, P.E. 0000.. 0000.. 0000.. 00000 0000. 000.00 ..0000 0000.. "Submitted under NOA # 13-0206.17" 2. Statement letter of code conformance to 2010 FBC and no financial interest, dated 01/31/2013, signed and sealed by Vipin N. Tolat, P.E. Carlos M. Utrera, P.E. Product Control Examiner NOA No. 16-0201.22 Expiration Date: May 22, 2018 Approval Date: June 2, 2016 E-1 18 Gauge Angle Clips. W2 w7 wt wl L L Fz AB -7 AB -5 Typical Installation Product Dimensions (inches) Fastener Schedule Alowable Loads (lbs) Code Wl W2 L Header Joist Fl F2 ABS liz 2%s 5 �3-1Odxl�" 3-IOdxty"AB7 . • • ly 2 s 7 xli4" 4-10dxl,'/2" 582 794 Notes: Nail wider angle leg to Joist and Shorter leg to Header. 10'10." 1010 1010.... 1010.... • GENERAL NOTES: • 10 • •-• 101010101010 1. Steel shall conform to ASTM A653, structural grade 33 Win. yield 33 gsi� 84�&Imum galvanized coating of G 60 per ASTM A653. o o o • • 1010 10 101010101010 101010 • • 2. Allowable loads are based on National Desing specifications (NDS) for woodoonsatuction, 2012 Edition and FBC 2014. 10 10 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 11P, G-0.55 and have been reduced for Penetration Depth factor P/IOD. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for mora than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual Ll + Actual L2 _1.0 Allowable Uplift Allowable LI Allowable l.2 7. Allowable loads are based on I )z" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC 2014. Concrete for tie beams and grout and mortar for concrete masonry shall be a miaimwn of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761. PRODUCT R617aED . M Ma.Frena. Rr cs.t 1010.. . . 10101010 10.10... 1010 . . • • . 10 1010.... 1010 1010 1010.... 1010.... 10. • • .ego 1010. :*Soo: 1010.. 10101010 1010... 1010.... 1010:_ • 10'10." 1010 1010.... 1010.... • GENERAL NOTES: • 10 • •-• 101010101010 1. Steel shall conform to ASTM A653, structural grade 33 Win. yield 33 gsi� 84�&Imum galvanized coating of G 60 per ASTM A653. o o o • • 1010 10 101010101010 101010 • • 2. Allowable loads are based on National Desing specifications (NDS) for woodoonsatuction, 2012 Edition and FBC 2014. 10 10 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS table 11P, G-0.55 and have been reduced for Penetration Depth factor P/IOD. 5. Allowable loads for wind uplift have already been increased by a duration factor of 60% for anchor nail. Load values shown are without 33% steel stress increase. 6. Allowable loads for mora than a single connection cannot be added together. A design load which is divided into components in the direction given must be evaluated as follows: Actual Uplift + Actual Ll + Actual L2 _1.0 Allowable Uplift Allowable LI Allowable l.2 7. Allowable loads are based on I )z" thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with FBC 2014. Concrete for tie beams and grout and mortar for concrete masonry shall be a miaimwn of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted in accordance with ASTM D-1761. PRODUCT R617aED . M Ma.Frena. Rr cs.t Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. The strap is made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT L✓ Rte., L1 •WY W Assembly Product Code Dimension H (inches) IOMNO. of Fasteners in Strep I Od x 1 r non No. or Fasteners in 20 GA. Seat 10d x lie" Allowable Loads (lbs) Uplift Ll L2 NVSTA12 12 5 6 1046 700 104! 6 6 1141 760 114, NVSTAI6 16 7 6 1236 823 123! NVSTA20 20 8 6 1331 887 131 NVSTA22 22 9 6 1426 950 1431 3. Nails through chords shall not force the truss plates. NVSTA24 24 Holden Double Strap Riveted Truss AP*6W. ='hey are designed of 14 gauge steel • plates to resist lateral and uplift forces. The seats Se made of 20 gauge steel.• • • • • • 0000•• ' ti 0000•• • • • UPLIFT. i • Assembly Dimension t otai No. 1 otat No. of Allowable Loads (lbs) Product H of Fasteners Fasteners in Code (inches) in two Straps 20 GA. Seat 6 ss 10d x ly" 10d x 1%. Uplift Uplift Ll L2 NVHTA12 12 6660 1050 • 12 6 1695 1987 . . 6666 6666.. 14 6 1883 2208 1312 NVHTA20 20 16 6 2071 2429 1444 6666.. 1575 NVHTA22 6666 6666 •0600. . . 6666 6666 6666. 6666.. Holden Double Strap Riveted Truss AP*6W. ='hey are designed of 14 gauge steel • plates to resist lateral and uplift forces. The seats Se made of 20 gauge steel.• • • • • • 0000•• ' ti 0000•• • • • UPLIFT. i • Assembly Dimension t otai No. 1 otat No. of Allowable Loads (lbs) Product H of Fasteners Fasteners in Code (inches) in two Straps 20 GA. Seat 6 ss 10d x ly" 10d x 1%. Uplift Uplift Ll L2 NVHTA12 12 10 6 1506 1766 1050 12 6 1695 1987 1181 NVHTAI6 16 14 6 1883 2208 1312 NVHTA20 20 16 6 2071 2429 1444 18 6 2259 2649 1575 NVHTA22 22 Notes: NVHTA24 24 1. Nails are necessary in straps and seat to achieve, desing loads. 2. See note 6, sheet 1 for combined loading. 3. Nails through chords shall not force the truss plates. 4. For general notes, see sheet 1. 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. Ptl1DUCT REVISED •�mHew.dm err Et.ms ar�e:a coa. b � Hader Cosi 12 Gauge NVTHJ Truss Hip & Jack Hanger a Left a a Right e b- N —d— -b a - �Q 2+ - a Jack L5-76' 1-2x NVTHJ-28 similar U.S. Patent No. 4,864,253 -.. - - -coot.. 10dxly" nails can be used Allowable Loads (lbs) S. Pine Fasteners Nail Schedule Product Code Product Code Upa Low Header Nails 16d (e) Hip Nail lOd a b total Jack Nail lOd NVTHJ26 1478 16 4 3 7 M35 NVTIU28 1931 20 5 4 9 -.. - - -coot.. 10dxly" nails can be used H IKE-1 ( ISOMETRIC) LL F^—L---i TYP• 0311 TYP• H 1 1 IKE-1 IKE-2 TYPICAL IKEI INSTALATION Dimensions (inches) Fasteners Allowable Loads (lbs) Product Code W H L Stud Plate Uplift Ll L2 IKE 1 11/2 5 3Y2 6-10d 4-10d 787 337 337 IKE 2 lite 6-10d 7-1 Od ...... .. .. ...... .000 .... . . .... .... ..... • 4,0060 20GMOB Mite Ties • •• •6•••6 w•6.6• to6 • • • • 06.6.0 6 66.600 6 6 6 000 • UPLIFT • • H IKE-1 ( ISOMETRIC) LL F^—L---i TYP• 0311 TYP• H 1 1 IKE-1 IKE-2 TYPICAL IKEI INSTALATION Nu— V Uei Indusmes.Iaa 1053-1059 East 29StW Hialeah, Florida33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: I—Sh—cei—D-t e: Reviaione:NU-1 3 of 4 Fe18, 2008 Jan. 25, 2016 Dimensions (inches) Fasteners Allowable Loads (lbs) Product Code W H L Stud Plate Uplift Ll L2 IKE 1 11/2 5 3Y2 6-10d 4-10d 787 337 337 IKE 2 lite 6-10d 7-1 Od 932 451 318 Nu— V Uei Indusmes.Iaa 1053-1059 East 29StW Hialeah, Florida33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: I—Sh—cei—D-t e: Reviaione:NU-1 3 of 4 Fe18, 2008 Jan. 25, 2016 VIPIN N. TOLAT, PE (CIVIL) FL EEG. # 12847 PRODUCT naVti4D 15123 LANTERN CREEK LANE .ma•Ir� Mft Pt dit HOUSTON, TX 77068 NVTHJ-28 as shown s'°°~cO�' NVTHJ•26 similar 2218 11vi,n Pn.al �l ZS � � ro Nu— V Uei Indusmes.Iaa 1053-1059 East 29StW Hialeah, Florida33013 (305) 694-0397 Fax: (305) 694-0398 TRUSS AND TOP PLATE ANCHORS DWG #: I—Sh—cei—D-t e: Reviaione:NU-1 3 of 4 Fe18, 2008 Jan. 25, 2016 18 Gauge NVTT Sanibel Truss Strap Dimensions (inches) Fasteners Schedule Allowable Loads (lbs) Product Code W gy44 Truss Top Plates Hollow Concrete Uplift Ll NVTT-1 ]h6 2-10dxlY2" 610d --- 968 543 NVT['-2 1�6 2-IOdxli4" -- 6-y4"Ox1 ii" 1584 465 Tapcons 1. 1-10dxli4" nail is placed on each side of the Truss and 3-10dnails in each leg are placed in two top plates. 2. 3-14"dia. x liz" long, IYs" embedment tapcons are placed in each leg and into the hollow concrete masonry. Maintain 2Yt" edge distance from top of the block and spacing of 3" between the tapcons. \3'' UPLIFT Nail hole v <Ll x NVTT-1 As Shown NVTT--2 Similar—Vf —c—masonry with tapcoa enc .. instead ofw-dPLtm and mils. NVR f and l 18 Gauge NVHCwi7•S V,&Y Grip Clip (520) • •••••• • Nail Schedule Allowable Sesit Loads (Ibs) Product Code Description Header i Joist Uplift Ll . . .... ...... or Stud NVHC 37 5 Way Clip 16-8d or 12-8d or 702 560 637 16-104 12-10d .... ...... .... .... ..... 18 Gauge NVHCwi7•S V,&Y Grip Clip (520) • •••••• • irtaotx'r Rr Ium r m.prisa was te. etrir Nail Schedule Allowable Sesit Loads (Ibs) Product Code Description Header i Joist Uplift Ll L2 or Plate or Stud NVHC 37 5 Way Clip 16-8d or 12-8d or 702 560 637 16-104 12-10d irtaotx'r Rr Ium r m.prisa was te. etrir MMAM D1ADE MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidnde.gov/economy Nu-Vue industries, Inc. 1055 East 29'x' Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Pr9gVit Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) re' rye. the right.: to have this product or material tested for quality assurance purposes. If this pireduc; or material fails to .' perform in the accepted manner, the manufacturer will incur the expense of such te$dng and the-AHJ nary` •: - immediately revoke, modify, or suspend the use of such product or material wittlEffelr jurisdidtion. RLR...; reserves the right to revoke this acceptance, if it is determined by Miami -Dade Vounty Prroduct+ Control Section that this product or material fails to meet the requirements of the applicablg. iW ng cg00 de. . . This product is approved as described herein, and has been designed to comply with "Norid3 Building ... �., Code, including the High Velocity Hurricane Zone. :00:*: . 00 DESCRIPTION: Series NVSNP, NV/NVTH, NVTHS, NVHC, NVSTA and *HTA Sted.Wood . . Orineci0lS . . .....� iso .0 0 0 APPROVAL DOCUMENT: Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA # 12-0130.35 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 0711;V 1:2J Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. NU -5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2015, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04-0510.03" "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance to 2010 and 5"1(2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 09-0721.05" 2. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. *1/V ploy Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E -1 Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. *000 Report No. Wood Connector Direction Date '....' ...... 1. PT # 03-4482 NVSNP3 Downward 09�Sdta3 2. PT # 03-4625 NVHCL/R Up& Sideways 01/10040 � . • 00 ....:. 3. PT # 04-4641 NVSTA-2411 Up& Sideways 03/4?/ 4• - 4. PT # 04-4698 NVTH24 Up& Sideways 04/15/04-. • 5. PT # 03-4590 NVTH26/NV458 Sideways 12/32/05• ...... :906 • • • • • 6. PT # 04-4642 NVHTA-24H Up& Sideways 03/224: : • • 0 • • 7. PT # 03-4543 NVTH2O/NV358 Up& Sideways 12/19/OIT • • • • • • C. CALCULATIONS "Submitted ruder NOA # 09-0721.05" . . . . ...... 1. Report of Design Capacities, dated 06/30/2009, sheets 1 through libf 12, prepared, signed and sealed by Vipin N. Tolat, P.E. • • "Submitted under NOA # 04-0510.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT 1. Statement letter of code conformance to 2010 and 5"1(2014) edition of the FBC, issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA # 09-0721.05" 2. Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. *1/V ploy Carlos M. Utrera, P.E. Product Control Examiner NOA No. 15-0507.03 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E -1 fife 1� 95f 3h' 0 0 • I' '3(s 0 0 0 • 'i(a 3%" • 11t,' o O 3$' • i o 0 0 $: • ')fe' tY.' tY.' 4fa Hole. )ly' db. TABLE 1 SKFWFD NAII PLATE Supporting Member >5' 36' Supported Member NVSNP3 Installation Product Code 1 Steel Gouge Fastener Schedule le Allowable Loads (lbs) Schedule Each End Gravity uplift 16129 LANTERN ,,CR9EK LANE NVSNP3 16 (6) fid . Or 578 591 Notes: 1. Use 6 nail holes in each flange. 2. Do not bend nail plate more than once. 3. Supporting member shall be in the acute ongle side with other flange behind the end of supported member (see sketch.) General Notes: 1. Steel shall conform to ASTM A653, SS grade 33, min, yield 33 ksi, min, tensile strength 45 ksi and min. golvoni44%1•L%%ng of G 60 per ASTM A653. : • • • *090 0 • • • • 9 • 2. Allowable loads and fastenets• are hosed op •NDS 005/2012. • • 90.000 •0•� •• 3. Design loads ore for S. Pine, s9ppecific gravity 0.5�.• Design1oadl for other species shall be adj}�T�1•p%r NDS 200 /2012. • • 090.0• 4. Allowable uplift loads hove been adjusted dor lood•durotioR factor* CD of 1.6. Allowable gravity ioSft*llave been ad"ted for CD* gqk s of 1.0, per table 2.3.2 of NQS ZWp 2012. Cjegign loads do not* • • • include 33% increase for steel and opnerete.9 0 • 00 00 0 00 5. Concrete in . Tie beams sV4 pg• in. of 2500 psi. Concrete 9 Masonry, Grout and mortar 1p coQcr to masonry Shall be min. of* 1500 psi. Concrete mosonryesholl comply witJi ASTW C90. • •0900• •0900• 6. Combined load of Uplift, :1 arjdP 62 shall Satisfy the follo•ing 9 9••••• equation. • • • 60* • • • Actual Uplift + 6ctuql + lI I� <=1.0 Allowable Uplift Allowable L Allowable L2 7. Allowable loads are based on 1Y2" thick wood members unless otherwise noted. S. All designs Conform to FBC 2010 and 2014. MODUCr REWEWED r ms " with 0. Fled" e imeg (b6 AeaaylreNe W3 - VIPW N. TOLAT, PE (CP W PL. REG. M 12847 16129 LANTERN ,,CR9EK LANE HOUSTON,TX 77(188 j�j jup j�lu— VG Iadustriee, Nc. 1069-1089 But 89 8trw1 HW h, Plodde 89019 Phor e: (906) 891-0997 PAI(: (806) 891-0998 (1, �ft 5 SKEWED NAIL PLATE DWG •: —"* D9tet M 1-5 1 of 4 Apol 76. aol9 TABLE 2: NV358 — 14G Double NVTH Straps with 2 ply 18G seat TABLE 3: NV458 — 14G Double NVTH Straps with 3 ply 18G seat • Assembly Product Code 14G Strap Product Code Dimension H (inches) Total No. of Fasteners In 2 Straps 10d x 3" Total No. of Fasteners In Seat 10d x 3" Allowable Loads (Ibs) Product Code Uplift — L1 L2 NV358-12 NVM16 12 6 8 2245 1961 1839 10d x 3-04 NV358-14 NVM18 14 10 8 2525 2206 2068 •2245 NV358-16 NVTH20 18 12 8 2806 2452 2298 NV358-20 NVTH24 20 14 8 3086 2697 2528 NV358-22 NVTH26 22 16 8 3367 2942 2756 NV458-16 NV358-24 NVM28 24 PRODUCE REWIVWsD —ol,Eyya�.eaa. et.tds ss riai„r 7y�64e rt NV358-26 NVTH30 26 NV358-32 NVTH36 32 NV358-44 NVTH48 44 Assembly 14G Strap Dimension Total No. of Fasteners Total No. of Fasteners Allowable Loads (Ibs) Product Code Product Code H (Inches) in 2 Straps In Seat 10d x 3" 10d x 3-04 II•Ilft Lt I L2 NV458-12 NVTH16 12 • 8 • • 6 8 • •2245 2785 k&C •• • NV458-14 NVM78 14 •it•:• 8 • *25 3131 Will NV458-16 NVTH20A22 No** 8 • • Z 3478 •2M • •••• •••• • ••• NV458-20 NVM24 14 8 3088 3827 •2857 • •9••• •• • • •• • NV458-22 NVTH26 • 0 • • 8 • • 5367 4176 •3r11 • • NV458-24 NVM28 24 • • • • • • • • • • •••••• NV458-26 NVM30 26 • • •j--• • 0 • • • •__ _ Hdes DIa.3(a" • {F 1 I"'a'F�M NV458-32 NVM36 32 NV458-44 NVM4B 44 Notes: Holes Dla. 1. Minimum embedment Into concrete 4'. 2. Nulls ars neteaary In atrapa and seat to achieve dealgn loads. 3' NV358 3. See m Note 6 (Shoal 1) for cobined load. 4W NV458 4. Nolle through chords shall not force the trues plate on the opposite side. x' ' 1 5. For general notes, see sheet 1. Ll 2• I.I.X. I..1YV UF'UrT 14G NVM tP.' I 1 I } WNV358 Lp A Sid, VI- � REG. / 2847N. TOLAT. E (CIVIL) f 5 15123 LANTERN CREEK W a qy -t ssa Nvv se Trues plate required HOUSTON, TX 77088 N to transfer load to bottom chord '/�yO',hp• al., Relnforcementa U aw aaoa'z f• r Min. Required _ �- Ll Concrete Tb Beam M1 x- a —or Tie Beam formed with Concrete filled Masonry. 1 r Holes Dia. 3b" )1i 18G Seat Detail NV358 and NV458 1V u — V u e industries, t.a. 1068-1050 But 29 Beed Biel" Plarids 88018 Phone: am em -0897 Paid (808) 694.0898 NV358 8: NV458 WITH DOUBLE NVTH STRAPS DWG p: Sheet: Date: NU -5 2 of 4 ePN l6, 90ie 'I ►e dkular �I�L` Trues plate required to ..0 to wall to lranefer load to bottom chord L2 Reinforcements Required ' •w axon's r• H H •►�' MIN. 4" Pore"., Ll ' MIN. 4" EMB to wall EMB. Concrete Tie Beam NVTHS 1X�, NVTH 1;f" with coma to of filled TABLE 5 masonry HURRICANE CLIPS Product Gau a Fasteners 1Od x %* Allowable Loods Obs Code Description 9 Header Jolat upliftLt L2 NVHCR HURRICANE CLIP - RIGHT 18 8 8 52S 253 333 NVHCL HURRICANE CLIP - LEFT 18 8 6 523 253 333 T,s,iiore For Uplift, use two clips, one on each side to comply with section 2321.7 of the FBC , 1 NVHCL 1►�, I �1_2 z-a plat« NVHCR Li TABLE 4 Truss Anchors NVTH and Riveted Truss Ancho;s ayah Seat NVTHS H Product Gouge • Gough No. pf Fastens s6l4ajiW0m Allows o s Length (in) Code seat strap • IrleStrap • Uplift, L1 Z 109 x 1.5" •L 12 NVTH-16 NVTHS 212 18 14 • • • • • • 5 16100211 5606 • P sl i% • • • • • 6 ?222 6716 63t? NU -5 3 of 4 April 15, 2015 14 NVTH-18 NVTHS 214 18 14 • • • 7 • 120/ 783 73S 16 NM -20 NVTHS 216 18 14 8 1329 783 •735 • 9 • • 1389 783 735 18 NVTH-22 NVTHS 218 18 140Roos* • • • 10 ,437 783 1b5 20 NVTH-24 NVTHS 220 16 140 11 10,90 78J • • • •:4 22 NVTH-26 NVTHS 222 18 140 • 12 • 1544 786 73j TI• 13 01-.151 786 730 24 NVTH-28 NVTHS 224 18 14 •• RgNr*W 26 NVTH-30 NVTHS 226 18 14 5""PRODUCT C.& i. 0. 32 NVTH-36 NVTHS 232 18 14 A" O 'r. 44 NVTH-48 NVTHS 244 18 14 For general notes see sheet 1 Trues plate required to trmefer load to V1PIN N. TOIAT, PE (CIVIL) bottom chord FL. REG. ill 12847 \ 16123 LANTERN CREEK LAb HOUSTON, TK 77068 214' o ly O 1)b' Holes DIC. t�" O NVTH, NVTHS 1V u — V u e Industries, Inc. 1053-1058 Beet 29 Street Hialeah, Florlds 99019 Phone: (305) 894-0397 29 LS Fez: (905) 894-0398 NVTH / NVTHS ANCHORS do NVHC HURRICANE CLIPS DWG p: Sheet: Dete: NU -5 3 of 4 April 15, 2015 TABLE 6 NVSTA—Heavy Dutv Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly 14G Strap Dimension Total No. Total No. of NVHTA-44H Total No. Total No. of •�uPiable Loads (lbs) Product Product H of Fasteners Fasteners in Allowable Loads (lbs) Code Code (inches) in Strap 20 GA. Seat ° e e 10d x 1)¢" lad x %" Uplift u L2 NVSTA-12H NVTH16 12 5 6 1308 700 1049 6 6 1426 760 1144 throght 44H NVSTA-14H NVTH18 14 7 6 1545 823 1239 NVM18 14 • • • • • NVSTA-16H NVTH2O 16 8 6 1664 887 1335 NVSTA-20H NVTH24 20 9 6 1783 B50 1430 0 .1::*. NVSTA-22H NVTH26 22 NVHTA-20H o p 20 • • • • NVSTA-24H NVTH28 24 NVHTA-22H NVTH26 22 NVSTA-26H NVTH30 26 • • • • • • • • Notes: • • �••••• NVHTA-24H NVTH28 24 1. Nails am nec•ssay In strops and seat to ochle;•ejjrW:..ds. NVSTA-32H NVTH38 32 NVHTA-26H NVTH30 26 4. For general notes, see sheet 1. • • Halm Dl°. ' e' 5. For higher uplift loads, concrete shall be 3000 psi. NVSTA-44H NVTH48 44 TABLE 7 NVSTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Assembly14G StropDimension NVHTA-44H Total No. Total No. of •�uPiable Loads (lbs) Product Product H of Fasteners Fasteners in Code Code (inches) in two Straus 20 �. Seat Up*fL•a •uplift a ♦1•e • •2s e lad x 1h"o 16d l•1)¢" s O. 10 6 0772 4078 1050 •1450 � NVHTA-12H NVTH16 12 11 1 throght 44H 12 040:0% 1994 2338 1181 1631 +II NVHTA-14H NVM18 14 • • • • • 14 • • • • 8 20 511 0 • 2598 1412 1814 NVHTA-16H NVTH20 16 • • 6 2437 • • 2858 1 : • 94 16 0 .1::*. • • 65e lS117 1575 2175 18 NVHTA-20H NVTH24 20 • • • • NVHTA-22H NVTH26 22 • • • • • • • • • • • Notes: • • �••••• NVHTA-24H NVTH28 24 1. Nails am nec•ssay In strops and seat to ochle;•ejjrW:..ds. 2. See note*% shee► 1 for copyr�d to Ing. • 3. Nags through chords shall not TVs a truss pates. NVHTA-26H NVTH30 26 4. For general notes, see sheet 1. • • 5. For higher uplift loads, concrete shall be 3000 psi. 6. Based on min. 2500 psi concrete. 1Y," 20G seat M 1A X. H NVSTA 12H throght 44H H 12H a . 41*,N._ 4' MIn.ga 4' Nin. concreteEmbedment slot 0.203'X 1' Conerete l Pin 'alio. " Embedment. UPLIFT 1X1 UPLIFT 1 L% � L2/ 7rves plate rsquped to lronsfer Truss plata required to transfer uplift o bottom chord. �upli(t to bottom chard. Q Relnforoed Concrete Rdnfcrced Concrete U. beam Min. 215 s— tie beam Min. 2/5 Top k bottom Top h bottom NVHTA-321NVTH36 I 32 I FL. REG. / 12847 15129 LANTERN CREEK LANE 14c NVry1 HOUSTON, TX 77088 l V u— V u e Industries, [nc. 1069-1069 ISest 29 Street Hialeah, Florid. 93013 Phone: (3G5) 894-0397 -91i5 F= (905) 694-0398 �I NVSTA h NVRTA HEAVY DUTY ANCHORS WITH SEAT Deo /: Sheet: Date: TfU-6 4 of 4 April 16, 2016 NVHTA-44H NVM48 44 FIIODIIaf RE7lw® ..e.•ylee.rr�l.tee s O. M R°M1 � 'r7 -.L NVHTA 11 1 throght 44H +II VIPIN N. TOW, PE (CIVIL) Side 20 GA. Seat So FL. REG. / 12847 15129 LANTERN CREEK LANE 14c NVry1 HOUSTON, TX 77088 l V u— V u e Industries, [nc. 1069-1069 ISest 29 Street Hialeah, Florid. 93013 Phone: (3G5) 894-0397 -91i5 F= (905) 694-0398 �I NVSTA h NVRTA HEAVY DUTY ANCHORS WITH SEAT Deo /: Sheet: Date: TfU-6 4 of 4 April 16, 2016 FORM R405-2014 Hyl FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Reynoso Addition Builder Name: Street: 325 NE 104 Street Permit Office: Miami Shores Village City, State, Zip: Miami Shores, FL, 33138 Permit Number: -- Owner: Luis Reynoso Jurisdiction: 232600 Design Location: FL, Miami County:: Miami -Dade (Florida Climate Zone 1 ) 1. New construction or existing New (From Plans) 9. Wall Types (923.6 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Insulated Concrete Form, Exterior R=28.0 923.61 ft2 b. N/A R= ft2 3. Number of units, if multiple family 1 c. N/A0000 R= • • ft 2 47 Number of Bedrooms 1 d. N/A � • • R= ft2 *000:0 10. Ceiling Types (872.0 sqft.) TnsulatigrT . 4rea • 5. Is this a worst case? No a. Roof Deck (Unvented) 0 0 0 . R=0.0 0.8►2.00 ft2 •. • • •. Conditioned floor area above grade (ft2) 872 b. N/A ""' R= • ft2 . 0 Conditioned floor area below grade (ft2) 0 c. N/A • • • • Rft2 : • • • • . 0 = *000 i' �R 0 11. Ducts • • 0 • • • • I< ft2* •.. • 7. Windows(205.2 sqft.) Description Area a. Sup: Attic, Ret: 1st Floor, AH: *4 flocs 0 0 6 30 • a. U -Factor: Sgl, U=0.65 205.25 ft2 0 ..00.* : '. •' • • • • • • SHGC: SHGC=0.30 0 'Efficiency b. U -Factor: N/A ft 2 12. Cooling systems Central Unit • • kBtu/hr 0 •0 0 0 0 0 25.1. &EtR:17.00' SHGC: a. 0 0 • • c. U -Factor: N/A ft2 0 , • • • • •. . • • • • SHGC: 13. Heating systems kBtu/hr *Ekiiciency d. U -Factor: N/A ft2 a. Electric Strip Heat 25.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 2.073 ft. Area Weighted Average SHGC: 0.300 14. Hot water systems a. Electric Tankless Cap: 1 gallons 8. Floor Types (872.0 sgft.) Insulation Area EF: 0.990 a. Slab -On -Grade Edge Insulation R=0.0 872.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits CF, CV, Pstat Glass/Floor Area: 0.235 Total Proposed Modified Loads: 39.51 PASS Total Baseline Loads: 44.86 1 hereby certify that We plans and specifications covered by Review of the plans and �'TKE STA?. this calculation are i ompliance ith the Florida Energy specifications covered by this yat� _ p Code. calculation indicates compliance with the Florida Energy Code.F. rrrrr: PREPARED BY: Before construction is completed r O DATE:_ 0 -1compliance this building will be inspected for y go with Section 553.908 hereby certify that this building, as designed, is in compliance Florida Statutes. COD with the Florida Energy Code. WE T4� OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/19/2017 11:57 PM EnergyGaugeG USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 2/19/2017 11:57 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 PROJECT Title: Reynoso Addition Bedrooms: 1 Address Type: Street Address Building Type: User Conditioned Area: 872 Lot # Owner: Luis Reynoso Total Stories: 1 Block/SubDivision: # of Units: 1 Worst Case: No i PlatBook: Builder Name: Rotate Angle: 0 Street: 325 NE 104 Street Permit Office: Miami Shores Village Cross Ventilation: Yes County: Miami -Dade Jurisdiction: 232600 Whole House Fan: No City, State, Zip: Miami Shores, Family Type: Single-family FL, 33138 New/Existing: New (From Plans) Comment: CLIMATE / IECC Design Temp Int Design Temp 0 Hgating • ��SWfi Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer *Dagreg Days Voistuje 0 0• Range00• • FL, Miami FL MIAMI INTL1 51 90 70 000• 0 75 ;49•.5 • • 56 • • Ltv • • — — _AP 0000•. • • BLOCKS ••• �••• • 0000 0000 0000. Number Name Area Volume 0000 • • : �. • • 00.07 •000.0 1 Block1 872 7263.8 ; •'; •; • 0 • SPACES • 0••• 0• .• 0000 Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished *gaoled Heated 1 1 st Floor 872 7263.8 Yes 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio 1st Floor 111 ft 0 872 ft2 ---- 1 0 0 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch # Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or shed Flat tile/slate 899 ft2 108 ft2 Dark 0.9 No 0.9 No 0 14 ATTIC Area RBS IRCC V # Type Ventilation Vent Ratio (1 in) 1 Full attic Unvented 0 872 ft2 N N CEILING # Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Unvented) 1st Floor 19 Batt 872 ft2 0.11 Wood 2/19/2017 11:57 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 POPKA PAnr,_7f11d 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt In Wall SV Tvpepace Ft In Ft In Area R-V;il-ie Fraction Absor G 1 E _Va Exterior Insulated Concrete Form 1st Floor 28 39 7 8 4 329.9 ft2 0 0 0.5 0 2 W Exterior Insulated Concrete Form 1st Floor 28 49 9 8 4 414.6 ft2 0 0 0.5 0 3 N Exterior Insulated Concrete Form 1st Floor 28 21 6 8 4 179.2 ft2 0 0 0.5 0 DOORS # Ornt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 E Wood 1st Floor None .2 .1 .1 .1 ft2 WINDOWS .... Orientation shown is the entered, Proposed orientation. • . ' • / Wall OverhanJ•• • . .' V # Ornt ID Frame Panes NFRC U -Factor SHGC Area Depth Set5ia ert Int 9hede: Sc&wAl. 1 E 1 Metal Single (Tinted) Yes 0.65 0.3 34.9 ft2 Oft 1 in 1 ft 6 in Drapes/blinds �QQ� 2 N 3 Metal Single (Tinted) Yes 0.65 0.3 11.6 ft2 •.•• Oft 1 in Arl"* .•.• Dral?e 4Nipds None ... •. • • 3 N 3 Metal Single (Tinted) Yes 0.65 0.3 18.8 ft2 0 ft 1 in 1"J": Drate%/blisids Nvbe. 4 W 2 Metal Single (Tinted) Yes 0.65 0.3 66.7 ft2 3 ft 0 in 1 ft 6 in Drapes/dilids "t:• 5 W 2 Metal Single (Tinted) Yes 0.65 0.3 53.3 ft2 3 ft 0 in 1:ft 6 I ; Drapes/blj ds None• 6 W 2 Metal Single (Tinted) Yes 0.65 0.3 20.0 ft2 3 ft 0 in Ift 6 jrt . Drapes/blinds .None . INFILTRATION • •' # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 686.2 37.67 70.84 .207 5.668 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COPA 25 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 17 25.4 kBtu/hr 825 cfm 0.75 1 sys#1 HOT WATER SYSTEM # System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric Tankless 1st Floor 0.99 1 gal 60 gal 120 deg None 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS / ---- Supply ---- ---- Return ---- Air CFM 25 CFM25 HVAC # �/ # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 3 ft2 1st Floor 3 ft2 Default Leakage 1st Floor (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: • • Cooling Jan X Jan Feb X Feb Mar Mar Apr Apr May May Jun rj Jun Jul Jul ri Aug Aug rl ct NovHeating Sep• L�Oct Sep' •ct {X] ou rl �jz [ Jan [ Feb X Mar [X] Apr [ May Jun Jul Aug Sep... • 141 d4 Deco .Venting Thermostat Schedule: HERS 2006 Reference Hours 00.00. 0000 • ; 112" • Schedule Type 1 2 3 4 5 6 7 8 • 9 . 10.---%1 • 12 • 0000. Cooling (WD) AM 78 78 78 78 78 78 78 78' �• •; 80 • • .80 ...TB . J8 PM 80 80 78 78 78 78 78 78 . .. 78; 7 0••000 Cooling (WEH) AM 78 78 78 78 78 78 78 78;•� 78 • 78 78.' PM 78 78 78 78 78 78 78 78 . 78 . 78. 078 78 . Heating (WD) AM 66 66 66 66 66 68 68 68 ; 68. • 68• • • *6�8 0 0 0 0 . . . 68 . PM 68 68 68 68 68 68 68 68 .68 . 68... §6 x•66 e Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 '48 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/19/2017 11:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Buildinq Performance and Prescriptive Methods ADDRESS: 325 NE 104 Street Permit Number: -- Miami Shores, FL, 33138 MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law [Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R44"1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. • 0 •6606 • • 0 • 0000•• • R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R4V..4.1.1 shall fie' installed in • accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as apIlliCaT810 the metlw�d.of constw4gri, Where required by the code official, an approved third party shall inspect all components and ver"em pliance. • 0 0 0000•0000• • R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an airlgaka qe rate ot►nolt enreeeding'5 air • changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing AV Ce condueMh§ ealth a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official r4 inoishall bD',pnQLjcted b)Pmv • • approved third party. A written report of the results of the test shall be signed by the party condMino1he test 9hd previded toAtiebWCte official. Testing shall be performed at anytime after creation of all penetrations of the building t0drfr jnvelope. • .' • During testing: � 0 00000 000000 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyor;d the irrrtended weatherstrippirt6Qr� 0 other infiltration control measures; 00 0 "' • • • 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyortdointended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageVVindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.2.2 Sealing (Mandatory)III ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/19/2017 11:53 PM EnergyGauge@ USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) ❑ R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. ❑ R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. ❑ R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. ❑ R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially availilble hgat trap or a • downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold waterline Ibc ated es close as Sdssible • • • • • to the storage tank. • 0 • ; • 0.000• •• •• 0000•• ' ❑ R403.4.4 Water heater efficiencies (Mandatory). • 6.; 0 0 0 O R403.4.4.1 Storage water heater temperature controls 0 0000 0 * 0 0 . • • 6 0 • • R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with autot"it temperatyraQplitrols 00000 capable of adjustment from the lowest to the highest acceptable temperature settings for the ir*erWedse. Th9ininigi. m *6:090 temperature setting range shall be from 100°F to 140°F (38°C to 60°C). 00000 . • • 000.06 • R403.4.4.1.2 Shutdown. A separate switch or a clearly marked circuit breaker shall be provideI V;ermit the pCwer supplied % 6 to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to Jt e�Tain burnes(e): • of combustion types of service water heating systems to be turned off. 0 0 • 0 6 •• • 060 6 •06.60 O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equ pornent installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM -1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/19/2017 11:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity 6 6 •000•• 0000 000000 • R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as a &"led accojding to Section 6 R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater VVV jl�e�design goo *ngrload. •• • •6.66• R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized with"164of the design • requirements calculated according to the procedure selected in Section R403.6.1. 6 0006 • • 0000 6••••0 0 00 0 • • R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural drab tMospherid't Re rs shall not be less than the design load calculated in accordance with Section R403.6.1. • 0: • 0: : . • 60 o *00000 60 •• 060000 O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess coolir:'dr:*Iting equipment capacity o4 to intermittent basis, such as anticipated additional loads caused by major entertainment events, shall Dave ecmipmenbsized.or contrg6-gJQ • prevent continuous space cooling or heating within that space by one or more of the following option" • 6: • ; 0 • • 6 6 6 6 1. A separate cooling or heating system is utilized to provide cooling or heating to the major 2Atert8inmentsareas.o ; 0000 0 2. A variable capacity system sized for optimum performance during base load periods is utilized. • • ❑ R403.7 Systems serving multiple dwelling units (Mandatory). , Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. ❑ R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. ❑ R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. ❑ RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights ❑ R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/19/2017 11:53 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM J1 • ABRIDGED VERSION of MANUAL J, 8TH EDITION -project I Reynoso Addition Design State & City Florida Indoor Design Heating db 70 @ Outdoor (Winter) 99% db 50 Indoor Design Cooling db 75 @ Outdoor (Summer) 1% db 90 Indoor Design Cooling RH 50% Grains Difference 58 Miami AP HTD CTD Daily Range 20 15 Low Latitude 25 Elevation 11 ACF 1.000 Block Load Glass Direction Construction Detail Heating Cooling HTM HTM Net Area Heating BTUH Cooling BTUH 6A Windows & Glass E/W Single Pane tinted, Operable, Metal, U=0.65 SHGC=0.3 13.00 74.70 45 584 3354 N Single Pane tinted, Operable, Metal, U=0.65 SHGC=0.3 13.00 49.50 30 395 1505 Doors E/W Sliding Door, tinted Dbl Pane Insul, Low E, Metal, U=0.65 SHGC=0.3 13.00 70.96 120 1561 8519 E/W French Door, tinted Dbl Pane Insul, Low E, Metal, U=0.65 SHGC=0.3 13.00 55.19 20 260 1104 6B Skylights 7 Wood & Metal Doors a b c 8 Above Grade Walls a 3.5" ICF, Filled Cavity, R28.0 interior boards, stucco exterior 0.70 0.58 70%00496 415 b • • 0• • 0000• c d 00000•• •• 00990 e 0000• Partition Walls f• Soso • • • • 9 • • • 9 Below Grade Walls a b 0000• • • • • •0••• 10 Ceilings a Un-vented Attic, wood trusses, R22, Tile Roof, dark 0.84 .27 87 732 b 0000• • C • • • 0000•• Partition Ceilings d • • • • • e •• ••• • 11 Passive Floors a • b Exposed Floors c Slab (Perimeter Ft.) d e Slab on Grade, uninsulated, no heat 22.00 111 2442 Basement Floor Partition Floors f g 12 Infiltration Envelope Leakage Semi-Tight Heated & Cooled Floor Area = Sq. Ft. 872 Above Grade =Cu. Ft. 7263.76 1092 439 No. of Fireplaces 13 Internal Gains Number of Bedrooms 1 Appliance - 1200 BTUH Occupants 2 460 1200 14 Sub Totals 7563 18973 15 Duct Loss & Gain 78-Radial or Spider SA in Attic & RA Thru Closet Door R-Value = 6 I Leakage Class .09/.15 10.033 ✓ 10.070 ✓ 252 1337 Installed Square Feet of Surface or Default = 1 Supply 1 Return 1 16 Ventilation Combustion Air From Conditioned Space Furnace ✓Water Heater None 19 1 Blower Heat Gain IManufacturers performance data has no blower heat discount 1707 20 ITotal Sensible Loss or Gain 7815 22018 Robert J Lara, AIA 8450 SW 201 ST Cutler Bay, FL 33189 754-264-4773 21 Latent Infiltration load for cooling 1050 Latent load for occupants 400 Latent load for plants Small MediumLarge Latent load for duct in unconditioned space 77 Latent ventilation load for cooling Total Latent Gain 1527 MANUAL J8AE • SUMMARY REPORT • Project Reynoso Addition Mfg. Equipment Sensible Heat Ratio Manual Overide Entry for Design CFM 0.75 ACCA Manual D CFM Room Name HEAT LOSS HTG CFM HEAT GAIN CLG CFM Addition 7815 1000 20311 1000 1000 Room Envelope Totals 7815 1000 20311 1000 • • • ; •• • • • • • • • � •••••• •• Total Area Construction Components HEAT LOSS HEAT IN • • • 215 Windows & Glass Doors 2800 35.83% 14482 • • 95.77% • • •• Skylights • Wood & Metal Doors • • • • Y • • • • • • . • • • • • • • • • • • • • • • • • • • • 709 Above Grade Walls 496 6.35% 415 1.88% • Partition Walls • . • • • • Below Grade Walls • • • • • 872 Ceilings 732 9.37% 1978 a • • 0048.98% Partition Ceilings Passive Floors • ' • • • • Exposed Floors 00 0 000,• 111 Slab Floors 2442 31.25% Basement Floors Partition Floors Infiltration 1092 13.97% 439 2.00% Internal Gains 1660 7.54% Duct Loss & Gain 252 3.22% 1337 6.07% Ventilation Blower Heat Gain 1707 7.75% Total Sensible 7815 100.00% 22018 100.00% Total Latent 1527 Total Cooling Load 23545 • a -A - J J 3 In m It 30.00' BLOCK CORNLR FIP 1/2' NO LD. 00 cD (V to LOT -16 LOT 77 BLOCK -117 BLOC -117 AIC'' =MEMO 1 �1/aTIR. '31 1+ 1'+ 0 0 30.1' 17.2' ': tti, , tiS •,ti F.F.E.=12.10' o6 [V c LOT -17 T- BLOCK -117 REMAINDER N 0.79' LOCATION MAP (NOT TO SCALE) 14061 Graphic Scale 2d /O' 0 4d 2d 7'=2d TREE LEGEND NAME SCIENTIFIC DIAMETER HEIGHT CANOPY 1 CABBAGE PALM SABAL PALMETTO 8" 10' B- 2 MANILA PALM VIETCHIA MERRILLII LOT-15��' 0) 8' 6- 3 BLACK OLIVE BUCIDA BUCERAS BLOCK -117 30' 20' 4 CANARY ISLAND DATE PHONIX CANARIENSIS TM ■ WI 20' I � J N 10' 8' 1 r Q 3 � 0.10' _ a• 0 • •� •II II I , II • C9 J y �i ut �10� 3 o+ a W > �z 0 0 Z o ¢ w w Q U Z z J _ o ~ U LL W O U N W LL w o 0 o z a o N W z m 0 OG M 1 • moan. a n. a az c W II a• , u N n U-1 m o 4_ L a I RP 1/2' 30.00' BLOCK CORNLR FIP 1/2' NO LD. 00 cD (V to LOT -16 LOT 77 BLOCK -117 BLOC -117 AIC'' =MEMO 1 �1/aTIR. '31 1+ 1'+ 0 0 30.1' 17.2' ': tti, , tiS •,ti F.F.E.=12.10' o6 [V c LOT -17 T- BLOCK -117 REMAINDER N 0.79' LOCATION MAP (NOT TO SCALE) 14061 Graphic Scale 2d /O' 0 4d 2d 7'=2d TREE LEGEND NAME SCIENTIFIC DIAMETER HEIGHT CANOPY 1 CABBAGE PALM SABAL PALMETTO 8" 10' B- 2 MANILA PALM VIETCHIA MERRILLII 3"-6" 8' 6- 3 BLACK OLIVE BUCIDA BUCERAS 20" 30' 20' 4 CANARY ISLAND DATE PHONIX CANARIENSIS 18" 15' 20' 5 ORANGE JASMINE MURRAYA PANICULATA 10" 10' 8' J Q I Q a J U Q J U uI N 3 w 3 w UU w z W O Z WJ H O LEGAL DESCRIPTION: o � Z w a o �o Lot 16 and the West 2 of Lot 17, in Block 117, "MIAMI SHORES SECTION Wires ao,wiowC 5", according to the Plat thereof, as recorded in Plat Book 10, at Page 47, a a m N U LL of the Public Records of Miami Dade County, Florida. U Vl !L U AP 1/2' u Z � W w FLOOD ZONE: WITHIN ZONE:X W w � Q0 w m w PROPERTYADRESS: W J W O z Z W :1m O Jp W FIELD BOOK: "FILE" J R COMMUNITY: 120652 W U, z N 0• •1• J >i x > O m Miami Shores, FL. 33138 x U N W 0 3 u u u•a m u■ii J UPDATE: FOR: CARRIE B. REYNOSO AND SUFFIX: L UPDATE: DATE: 09/11/2009 • LUIS E. REYNOSO w � • • N • Z • W • • } W Q • � • W •• •Zs• m u• z ar ww • • O• z o9z■& 1�>W i'1 � oO � � -Y it 3 �- m a• Q •� � lr W N V+N. N H 3 • •� •II II I , II • w •a y �i ut �10� 3 o+ W > �z Z o ¢ w w Q U Z z J JV Cf)U1- Z O U LL W O U N W LL w o 0 o z a o N z m 0 OG M 1 moan. a n. a az c II a• , u N n U-1 m o 4_ L a LLJ w 0 z z o w a ¢ u it O ZO U Z p O m F N JO W O O o o O Q O Q W W W LL LL L J L� LL L Z> LL W LL W f J�� W E Z UU w z W O Z WJ H O LEGAL DESCRIPTION: o � Z w a o �o Lot 16 and the West 2 of Lot 17, in Block 117, "MIAMI SHORES SECTION Wires ao,wiowC 5", according to the Plat thereof, as recorded in Plat Book 10, at Page 47, a a m N U LL of the Public Records of Miami Dade County, Florida. U Vl !L U AP 1/2' NOTES: ' THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. • EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORDS. ' LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. ` UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT AN ATTEMPTED TO LOCATE FOOT AND/OR FOUNDATIONS. • NOT VISIBLE ENCROACHMENTS WERE FOUND ON THE PROPERTY, UNLESS SHOWN. ' IF SHOWN ELEVATIONS ARE REFERRED TO N.G.V.D. 1929 ' BENCH MARK USED No. N-567, WITH ELEVATION: 10.54' J. PRO-EBSIOWKL LAND SURVEYOR & No. 2779 STATE OF FLORIDA 8341 SUNSET DRIVE MIAMI, FL. 33143 TEL: (305) 596-0888 & (305) 596-0990 E-MAIL: atlanticserAce@bellsouth.net Um m m S J J O x a Q m U U U U U U U D L FLOOD ZONE: WITHIN ZONE:X ORDER NO.: M-10600 PROPERTYADRESS: ELEVATION: N/A FIELD BOOK: "FILE" 325 N.E. 104th Street COMMUNITY: 120652 DATE: DECEMBER 07, 2015 Miami Shores, FL. 33138 PANEL No.: 0302 UPDATE: FOR: CARRIE B. REYNOSO AND SUFFIX: L UPDATE: DATE: 09/11/2009 LUIS E. REYNOSO I HEREBY CERTIFY: THAT THIS DRAWING REPRESENTS THE RESULT OF A SURVEY OF THE THIS SURVEY IS NOT VALID WITHOUT THE WITHIN DESCRIBED PROPERTY AND THIS DRAWING AND SAID SURVEY WERE PREPARED BY SIGNATURE AND ORV INAL RAISED SEAL OF A ME OR UNDER MY DIRECTION. FLORIDA LICENSED S RVEYOR AND MAPPER THERE ARE NO ENCROACHMENTS UNLESS SHOWN'THEREON. ■ NOTES: ' THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. • EXAMINATION OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECTING THE PROPERTY THIS SURVEY IS SUBJECT TO DEDICATIONS, LIMITATIONS, RESTRICTIONS, RESERVATIONS OR EASEMENTS OF RECORDS. ' LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. ` UNLESS OTHERWISE NOTED, THIS FIRM HAS NOT AN ATTEMPTED TO LOCATE FOOT AND/OR FOUNDATIONS. • NOT VISIBLE ENCROACHMENTS WERE FOUND ON THE PROPERTY, UNLESS SHOWN. ' IF SHOWN ELEVATIONS ARE REFERRED TO N.G.V.D. 1929 ' BENCH MARK USED No. N-567, WITH ELEVATION: 10.54' J. PRO-EBSIOWKL LAND SURVEYOR & No. 2779 STATE OF FLORIDA 8341 SUNSET DRIVE MIAMI, FL. 33143 TEL: (305) 596-0888 & (305) 596-0990 E-MAIL: atlanticserAce@bellsouth.net Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department Description: NEW ADDITION AT FRONT AND REAR OF RESIDENCE Permit Type Owner Subdivision/Project Building (Residential) LUIS & CARRIE REYNOSO Bldg. Permit No. RC -3-17-541 Contractor HOME OWNER Date Issued 11/27/2019 Construction Type V -B Occupancy Single Family Type Square Footage 921 Flood Zone X Location If the building is located in a special flood hazard area documentation of the as -built lowest floor 325 NE 104 ST elevation or lowest horizontal structural member has been provided and is retained in the records of Miami Shores, FL 33138 Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. 7/ Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE Ismael Naranjo, CBO �t +j,J • tts�s�f . . INSPECTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores; FL 33138-0000 Phone: (305)795-2204 Fax: 5'015)756-8972 Permit NO.RC-3-17-541 'Permit Type., l2esldentialkConstrtictiow Wor`1c Classrficatr'on Adidit on%Al lration ar Issue Date: 6/13/2017 Expires: 12/10/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at haps://bldg.rifiamishoresvillage.comlcap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOIifIING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction '° _ Parcel #:1121360130100 I - ner's Name:. UI & CARRIE EYNOSO ' ` ' Owner's Phone: ----- A Job Address: 3 N 104 'itr' f' - f Miami Shores_ FL 33138= Bond Number: 3431 Contractors Phone Q11 JjRjfrnarg,3�44t=45,r� I PISTOS GROUP INCORPORATED (305)467-67 - &s 1 1 l, DA' Total Square Feet: 921 RW job Valuation: $ 70,566.00 LOUGH FRIDAY, 8:OOAM - 7:OOPM. t00AM - 6:00PM. ALLOWED ON SUNDAY OR HOLIDAYS. ROOFING INSPECTIONS ARE DONE UGH FRIDAY. //� Q't""` s.- Z. ') b � q,(a �� IW?,g w , S— CQ le 0 oqb� C�Lzy� h4WIT �rPo/? Cay pZR1W . 1-911-r/I �/, 16 NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANTS RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. INSPECTION RECORD`�,"'' STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam t Truss/Rafters Roof Sheathing Bucks Interior Framing Ily W.41 Insulation Ceiling Grid Drywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap . Roof in Progress — Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS INSPECTION :DOORS DATE I INSP Attachment r INSPECTION WORKSPUBLIC DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Groun Slab Wall Rough Ceiling R R o u Telephone Rough Telephone final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With tl ELECTRICAL COMMENTS Final Sprinkler I Final Alarm. DATE PLUMBING INSPECTIONDATE I INSP Water Service I y/9/v, 2nd Rough Top Out i9 Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping, Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS -`-7i-e : r [INSPECTION I DATE I INSP IUnderRrOund Pioe Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL MORES r i Pe it NO RC� 7- S wuv %j ! rY vn 4� Miami Shores Village — o Type: Building (Residential) Building Department " ti - rr =at9 a I L ' �� Workcfass: Addlti 10050NE2Ave on/Alteration. 1 E� EsTNgo Miami Shores FL 33138 Permit status: Approved �loRfo Issue Date: 6/13/2017 Expires: 06/10/2019 INSPECTION REQUESTS: (305)762-4949 or log on at https:Hbldg.msvfl.gov/energov_prod/selfservice POST ON SITE Requests must be received by 3:30pm WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - TOOPM SATURDAY 8:OOAM - 6:OOPM. 1121360130100 NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY . NO INSPECTION WILL BE MADE UNLESS THE PERMIT.CARD IS DISPLAYED AND HAS BEEN APPROVED . PLANS ARE READILY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION . Owner's Name: LUIS & CARRIE,REYNOSO Owner's Phone: Job Address: 325 NE 104 ST Total Square Feet: 921 Miami Shores, FL 33138 notal Job Valuation: $ 70,566.00 Contractor(s) HOME OWNER Phone Address Description: NEW ADDITION AT FRONT AND REAR OF RESIDEN x R WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Page 1 of 1 INSPECTION RECORD STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation Ceiling Grid Drywall Firewall' Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance DOCUMENTS Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWSi:...• INSPECTION DATE INSP Attachment PUBLICWORKS INSPECTION DATE INSP Excavation ELECTRICAL INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work With ELECTRICAL COMMENTS [Final Sprinkler Final Alarm *MIA Ul PLUMBING INSPECTION DATE INSP Rough Water Service 2nd Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Rough Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS MECHS Z Miami Shores Village RECEIVED DEC 10 2018 Building Department 10050 N.E.2nd Avenue Miami Shores Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (30S) 762-4949 FBC 201'4 BUILDING Master Permit No.TzC PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑R VISION s ❑ EXTENSION ❑RENEWAL ❑ PLUMBING ❑ MECHANICAL ❑ PUBLIC WORKS CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 32 f N 4it& / City: _ Miami Shores Countv: Miami Dade Zio: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: �FFFE: OWNER: Name (Fee Simple Titleholder% S G -C Z %V�f Phone# 3�)9d0 , Address: City: /GC,� �! 6�VY�S State: Zip:/l t7 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: r[S Z1jU1. I AMI VXV ► Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration #: Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Value of Work for thi Permit: $ Square/Linear Footage of Work: Type of Work: Addition ❑ Alteration ❑ New ❑ Repair/Replace Description of Work: Zip: ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Structural Reviews $ (Revised02/24/2014) Training/Education Fee $ Double Fee $ Bond $ TOTAL FEE NOW DUE $ I� GO Bonding Company's Name (if applicable) Bonding Company's Address City State 4 Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reia4Aection fee will be charged. ER The foregoing instrument as acknowledged before me this ZC9 ` day of NIU�-c+ bp,� 20 18 by Lv► s" �� r1c?Sp who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: ************* APPROVED BY (Revised02/24/2014) Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of , 20 by as me or who has produced , who is personally known to identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: FARRAH FLEITJAA Seal: My COMMISSION 0 FF216589 EXPIRES April 0?. 2019 as ** ******************************************************************* Plans Examiner Zoning Structural Review Clerk 11/27/2018 Property Search Application - Miami -Dade County OFFICE OF THE PROP TY APPRAISER Summary Report Property Information Folio: 11-2136-013-0100 Property Address: 325 NE 104 ST Miami Shores, FL 33138-2017 Owner CARRIE B & LUIS E REYNOSO Mailing Address 325 NE 104 ST MIAMI SHORES, FL 33138-2017 PA Primary Zone 1000 SGL FAMILY - 2101-2300 SQ Primary Land Use 0101 RESIDENTIAL -SINGLE FAMILY: 1 UNIT Beds / Baths / Half 3/3/0 Floors 1 Living Units 1 Actual Area 1,348 Sq.Ft Living Area 1,348 Sq.Ft Adjusted Area 1,278 Sq. Ft Lot Size 9,225 Sq. Ft Year Built 1940 Assessment Information Year Land Value 2018 $230,638 2017 2016 $230,638 $198,007 Building Value $93,598 $94,359 $95,120 XF Value $2,046 $2,068 $2,090 Market Value $326,282 $327,065 $295,217 Assessed Value $197,916 $193,846 $189,859 Benefits Information Benefit Save Our Homes Cap Type Assessment Reduction 2018 2017', $128,366 $133,219 2016 $105,358 Homestead Exemption $25,000; $25,000 $25,000 Second Homestead Exemption $25,000, $25,000f25,O00 Taxable Value Note: Not all benefits are Board,City, Regional). applicable to all Taxable Values (i.e Countyl Generated On : 11/27/2018 Taxable Value Information 2018: 2017 2016 County Exemption Value $50,000 $50,000 $50,000 Taxable Value $147,9161 $143,846 $139,859 School Board Exemption Value $25,000 $25,000 $25,000 Taxable Value $172,916 $168,846 $164,859 City Exemption Value $50,000 $50,000 $50,000 Taxable Value $147,916 $143,8461 $139,859 Regional Exemption Value . ..... �.._ Taxable Value $50,000 _ 5147,916, $50,000:` W $143,846 $50,000 w. $139,859 Sales Information Previous Price O PPage Book - Sale Qualification Description ` ---------- __ 23812- Sales which are disqualified as a result of The Office of the Property Appraiser is continually editing and updating the tax roll. This website may not reflect the most current information on record. The Property Appraiser and Miami -Dade County assumes no liability, see full disclaimer and User Agreement at http://www.miamidade.gov/info/disciaimer.asp Version: Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT NADATE:///,Z,?/21 1 ADDRESS: Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida, F.S 489.103(7). And I have read and understood the following disclosure statement, which entitles me to work as my own contractor; I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor. You have applied for a permit under an exception to the law. The exemption allows you, as the owner of your property, to act as your own contractor even though you do not have a license. You must supervise the construction yourself. You may build or improve a one -family or two-family residence. You may also build or improve a commercial building at a cost of $25,000.00 or less (The new form states 75,000). The building must be for your own use and occupancy. It may not be built for sale or lease. If you sell or lease a building you have built yourself within one year after the construction is complete, the law will presume that you built for sale or lease, which is a violation of this exemption. You may not hire an unlicensed person as a contractor. It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances. Any person working on your building who is not licensed must work under your supervision and must be employed by you, which means that you must deduct F.I.C.A and with -holdings tax and provide workers' compensation for that employee, all as prescribed by law. Your construction must comply with all applicable laws, ordinances, buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applie orb owner -builder permit under an exemption from the law. The exemption specifies that I, as the owner of the property listed, may a as ryiy own contractor with certain restrictions even though I do not have a license. 2. 1 understand that building permits are not required to be signed by a property oiicne'runless he or a i;responsible for the construction and is not hiring a licensed contractor to assume responsibility. 3. 1 understand that, as an owner builder, I am the responsible party of record on a perm I understand th t I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of y wn name. I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits n ontracts. IniY 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding. I ma also build or improve a commercial building if the costs do not exceed $75,000. The building or residence must be for my use or occu . It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved self is sold or leased within 1 year after the construction is complete, the law will presume that I built or substantially improved it for sale r leasclwhich violates the exemption. 5. 1 understand that, as the owner -builder, I must provide direct, onsite supervision of the constructio Ini . a I' 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons or ing on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and b county or municipal ordinance. 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner- ']der permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner -builder, yibe held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while workin ri my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an owner -builder and a ;ware of the limits of my insurance coverage for injuries to workers on my property. / I understand that I may not delegate the responsibility for supervising work to be a licensed contractor who isnot licenses to perform the work being done. Any person working on my building who is not licensed must work under my direct sup rvision and must be employed by me, which means that I must comply with laws requiring the withholding of federal income tax and so security contributions under the Federal Insurance Contributions Act (FICA) and must provide workers compensation for the emplo a understand that my failure to follow these may subject to serious financial risk. 9. 1 agree that, as the party legally and financially responsible for this proposed Coe$SLntfon activity, I will We by all applicable laws and requirement that govern owner -builders as well as employers. I also understand that the Construction must comply with all applicable laws, ordinances, building codes, and zoning regulati S. Initi 10. 1 understand that I may obtain more information regarding my obligations as an emp rom the Internal Revenue Service, the United States Small Business Administration, and the Florida Department of Revenues. I also understand that I may co the Florida Construction Industry Licensing Board at 850.487.1395 or ham://www.myfioridalicense.com/dbpr/pro/cilb/index.htmi Initial 11. 1 am aware of, and consent to; an owner -builder building permit applied for in my na a nderstands I am the party legally and financially responsible for the roposed construction activity at the following address: 1 agree to notify Miami Shores Village immediately of any additions, deletions, or c a o any the nformation that I have provided on this disclosure. Licensed contractors are regulated by laws designed to protect the public. If you contract-0—th a person who does not have a license, the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court, It is also important for you to understand that, if an unlicensed contractor or employee of an individual or firm is injured while working on your property, you may be held liable for damages. If you obtain an owner -builder permit and wish to hire a licensed contractor, you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued, this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit. A copy of the property owner's driver license, the notarized signature of the property owner, or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this 04 day of NQ 20 By Vhf who was personally known to me or who has Produced there Icense o NER as identification. -1 !J 2 m z �o w7c < O U m Z 0 Q3 ;*o ciZ cNC)3' N � N 0 0 N Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CHANGE OF CONTRACTOR / ARCHITECT Permit N.2C ��u I Owner's Name (Fee Simple Title HoldeV/ �` ` 7 �f Phone #: Owner's Address: City: 2t> A, 44� 1 State : Zip Code: 33/ Job /Address (Of where work is being d e): 34? J- ivC� / 0 `�d 4, City: Miami Shores � State:_Florida Zip Code: Contractor's Company Name: ; SbA-S �—PJ4 Phone #: 3111.1.11 'Y6 P) Address: ZO ` S /�.� l� /ZiG� PA." City: 6 ez4LJ State: I` �- Zip Code: 5,7.0--,V Qualifier's Name:. (7/'c.ti� /'i,A!/ %? Lic. Number: % e;sk!r Architect/ Engineer of Record Name: Address: City: State: Phone #: Zip Code: Describe Work: ddz�IAV 1 hereby certify that the work has been abandoned and/or the contractor/architect is unable or unwilling to complete the contract. I hold the Building Official and the Miami Shp harmless of all legal involvement. Signatu Owner o ent The foreg?ing instru nt was a owl /Sed befo me thud f day of� ,20/Y,by a)s 7y/y�� Signature Contractor or Architect The foregoing instrument was aknowledged before me Who is personally known to me or who has produced as indentification. Notary Public: Sign: Seal: FARRAH FLEITUAN My COMMISSION # FF216589 EXPIRES April 02. 2019 i b.7r 35N-C'S3 rWrdaNu:aySerrice.con- this day of 20 by who is personally known to me or who has produced Notary Public: Sign: Seal: indentification. -0 Domestic Mail Only M For delivery information, visit our website at Ln F USE 0 Certified Mail Fee $ ,r2 M Extra Services & Fees (check box. add tee as appropriate) [I Return Receipt (trdcoPY) $ . t C .`-'� r r-3 O❑ ❑ Return Receipt (electronic) $ Certified Mall Restricted Delivery $ Postmarkl Here O ❑ Adult Signature Required $ ❑ Adult Signature Restricted Delivery $ O Postage 43 $ —0 Total Postage and Fees O 43O a Sent'O or ln ---------------- Orr, -------------------------------- Box N-§ieetdQF,oiVb o. Z;P - r 0 ]� +--•--------- c' S 3 Certified Mail service provides the following benefits: ■ A receipt (this portion of the Certified Mail Isbell. for an electronic return receipt, see a retail ■ A unique identifier for your mailpiece. associate for assistance. To receive a duplicate ■ Electronic verification of delivery or attempted return receipt fo( no additional fee, present this delivery. 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For a hardcopy return receipt, complete PS Form 3811, Domestic Retum Reeeipt attach PS Form 3811 to your mailpiece; IMPOBTAMP Save this receipt for your records. Ps Form 3800, April 2073 (Reverse) PSN 7s3o-m-000- 7 IN Complete items 1, 2, and 3. ■ Print your name and address on the reverse so that we can return the card to you. ■ Attach this card to the back of the mailpiece, or on the front if space permits. Article Addressed to: P'(S4vs- Cn �� In G . !� Lvrc-+n r--V;?t,)-f-e 13 Agent B:gotu d by r - I C. Date of Delivery (20 D. Isdelivery ss different from item 1? ❑ Yes different from item 1? ❑ Yes If YES, enter delivery address below: ❑ No II I IIIIII I III I I II II II III' III I I II I I III II I II 3. Service Type ❑ Adult Signature ❑ Priority Mail express® ❑Registered MaiIT"' ❑ Adu ature Restricted Delivery Zg9590 ❑ Registered Mail Restricted 9402 4098 8092 1772 50 ❑ Certified Mail® Certified Mail Restricted Del(veryum Deli Receipt for ❑ Collect on Delivery erchandise 9_ Article Number (Transfer from service label) ❑ Collect on Delivery Restricted Delivery ❑ Signature ConfirmationT"' _ 7 018 0680:0001 3806 5306 ❑Insured_ Mal 900) I Restricted Delivery : :N 0 Signature Confirmation Restricted DeIIGery PS Form 3811, July 2015 PSN 7530-02-000-9653. t_`L-1 Domestic Return Receipt U 'liZ'ACKING # Cr.°' Y First-Class„MaiI Postage.& Fees Paid tj III lilt I M1 III I I 1"11 USPS Permit No. G-10 9590 9402 4098 8092 1772 50 United States Postal Service print your name, address, and ZIP+4® in this box* Luff S• E , I-.�rDi•b 230) November 26, 2018 VIA CERTIFIED MAIL Pistos Group Inc. Attn: Loren Fraute 2045 Coral Ridge Dr. Coral Springs, Florida 33071 RE: Master Permit# RC17-541 Window Permit# WS18-2501 Change of Contractor 325 NE 100' Street, Miami Shores, FL 33181 Dear Mr. Fraute: Please permit this to serve as formal notice that we will no longer be in need of your services for the above referenced permits/project. I will be submitting a change of contractor to owner builder with the Miami Shores Village Building Department. Thank you in advance for your cooperation in this matter. Very Trulv Yours_ Enclosures BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 �OOFING RECEIVED JAN 2 9 ?018 Q'� 4-1 FC 4q Master Permit No. R C — 3 L7 ^ �y� Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL F-1 PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION HOP f CONTRACTOR DRAWINGS JOB ADDRESS: Ju l c/ �/.i� �T USS J, (Folio% ap eT#'.7 Is the Building Historically Designated: Yes NO Occupancy Type: Load Construction Type: Flood Zone OWNER: Name (Fee Sim le Titleholder+)V `-� �7 ��) &� Address: -3 2 - City:. City:. State: BFE: FFE: ne#:-jo 74 -20 V Tenant/Lessee Name: _ Phone#: Email:-- 1/1/S(01CeZZAJ%%fD p: CONTRACTOR: Company Name: 7�J ff<<��v, Phone#: � J �� z —u� :�/(— Address: f'� ��.yl ` 4,-'4e ods City: &'d4% S State: _ � Zip: 330}/ Qualifier Name: �IZ41(1r7lf - Plione#: State Certification or Registration #: GAG fr 90 ?7 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: nCity: State: Zip: ttX!e-W r di-thig'Permit;$ 1, I -b0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ / Alteration ❑ New ❑ Repair/Replace ❑ Demolition Dzriptionrk:/US'�1� Specify co/o� of co/or'thru tile: !' t.1f.'.uy� Submittal Fee $ Permit Fee $ CCF $ CO%CC:$ . Scanning Fee $ - l Q . 6::� Radon Fee $ Technology Fee $ Structural Reviews $ 0 (Revised02/24/2014) Training/Education Fee $ DBPR $ Notary $, Double Fee $ Bond $ QQ TOTAL FEE NOW DUE $ y / ' ,S - -4- Bonding Company's Name (if applicable) ii Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City 01 Zip State I Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be9'secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING , YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. ` Signature Signature 0 ER 4 Z T CONTRACTOR The foregoing instrume/gt was acknoy'ledged beforethis The foregoing instrument as acknowledged before me this Ir7 day of N CC°�C 20 / by day of 20_, by �j1/� who ' pers�known who is personally known to me or who has produced as me or who has produced "L?' 3PS2-1 Q%QS--ate identification and who did take an oath. identification and who did take an oath NOTARY PUBLIC: NOTARY PUBLIC: rL Sign: / Sign: 17 Print: I Print: MY COMMIS ON # GG 103959y - ` Seal: ` � I Ffa(11� K call m Seal: :,rFof„ap: May 21 Bonded Thru Notary Publlc Underwriters s COMMISSM #F10901103 EXPIRES: J* 19, 2019 �= a` yryW1ARONNOTARY.COM APPROVED BY (Revised02/24/2014) Plans Examiner Structural Review Zoning Clerk 4 (40A0000 -b E TRUSS COMPANY, llv%.. Trusses & Building Materials R"'.t D Deco Truss Company, Inc. 13980 SW 252nd ST Miami, FL 33032 Tel: (305) 257-1910 Fax: (305) 257-1911 Re : 10302: Add.: Luis & Carrie JAN 2 9 2018 f Site Information: Project Customer: POto�qr ups MmeAdd.: Luis & Carr o lock r �., p 4 �ie ,, �� Subdivision 1 E L 0, Sit s: 3a5 E 1AV Iii ShJeNEZ General Truss Engineers r�tert� 410e i - dividual Truss Des' r Sh0fo V .- Special Loading Conditions: ,a Design Code: FRC2014/TP12007 Design Program: 7.61 Ja29*20 5 Roof Load: 55.Opsf Floor Load: N/A Wind Code: Wind Speed: 175 mph This package includes 25 individual, dated Truss Design Drawings and 0 Additional DravOgt% With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engt;ee*and thls�iridex sMV&.t:• conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers.F.411es.: • • • • • • • • •: • No. Date Truss ID# Seal# 1 10/24/17 Al 2 10/24/17 A2 3 10/24/17 A3 4 10/24/17 A4 5 10/24/17 A5 6 10/24/17 A7 7 10/24/17 A8 8 10/24/17 AG6 9 10/24/17 131 10 10/24/17 132 11 10/24/17 133 12 10/24/17 CJ3 13 10/24/17 A 14 10/24/17 J1A 15 10/24/17 J3 16 10/24/17 JG3 17 10/24/17 MV1 18 10/24/17 MV2 19 10/24/17 MV3 20 10/24/17 MV4 21 10/24/17 MV4A 22 10/24/17 MV5 23 10/24/17 P1 24 10/24/17 V4 No. Date Truss ID# Seal# 0000 ;0000; •• • • • 25 10/24/17 V8 • 0000• • • .• ••• 0000• 00000• • • • • • •• 0000• • • • •• •• �••• 0000•• 0000•• • • • • • SHOP DRAWING REVIEW • • 0000•• 0.00•. • • • • This drawing has leen reviewed for Design Comprialtm 0000•• • • • • • • Mnly based on MHC prepared Constrcction Documents. .. . This review does no' re!,3ase the Manufacturer and Contractor from respensibllity ff r r,^ �fornlarce with ',he Construction Documents, (real Ul!ding 'odes, and iti�e t3uiiding Department Requirements. 0 UNACCE TASLE resubm, t for review Q CCEPTA E whin dra4ag is revised as noted CCEPTA 0 0000 ....D:^�tP,..L�,I��,V/ The seal on this index sheet indicates acceptance of professional engineering responsibility solely for the truss design drawings listed above and attached. Truss Design Engineer's Name: Mahmound Zolfaghari P.E. Mahmound Zolfaghsri, P.E. License Number #: 36921 Address: 13901 SW 108 Ave, Miami, FL 33176 Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 NOTE: The suitability and use of each component for any particular building NOW Professional Engineering License No. 36921 responsibility of the Building Designer, per ANSUTPI 1-1995 Section 2. special inspector License No. 636 Page 1 of 1 Engineers Name Date Job Truss Truss Type Qty Ply Add.: Luis E Carrie Reynoso (JI)10302_ • • • • • Al Common 7 1 Vert(LL) -0.19 7-9 >999 360 MT20 244/190 • • TCDL 15.0 Lumber DOL 1.33 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 201 b MI I ek Industries, Inc. I ue Uct 24 14:22:U1 ZU1 / Page 1 I D:kgAg55uEB7wka5r4vwavWvyTosd-11N BiViWu8G3VaOadcjlek8gugj8f7BuLgX5h ByOBWq -0 5-5-12 i 10-11-8 i 16-5-4 i _ 21-11-0_ _ r r 3-0-0 5-5-12 i 5-5-12 5-5-12 5-5-12 i Scale = 1.40.1 4x6 = 4x4 4x4 i • • •••• •••••• 0-8-0 •••• Ora 0 7-3-11 i 14-7-5 • • • • • • 21-�•0•_ _ _ 2111 j-0 0 3 0 6-7-11 7-3-11 • 7-0-11 5�G •••••• 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud • • • • PLATES �F�• • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 Vert(LL) -0.19 7-9 >999 360 MT20 244/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.99 , Vert(TL) -0.61 7-9 >432 240 • • • OT20HS .1"43 • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.09 6 n/a n/a • • • we • • • • • • • • BCDL 10.0 Code FRC2014fTP12007 (Matrix -M) Weight: 97 Ib FT = 0% • LUMBER- *Except* BRACING- TOP CHORD • • Structural directly applied or 2-4-160atpu r16. • •••••• TOP CHORD 2x4 SPM 31 T2: 2x4 SP No.2 BOT CHORD wood sheathing Rigid ceiling directly applied oi�2-2-0•ot graong. • • • BOT CHORD 2x4 SP No.2 'Except' MiTek recommends that Stabiffk rs arM required c"s 4liacing be int I g 62:2x4 SP No.2D truss erection, in accordance with Stabilizer InstAlatior* uiNe. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 6=1192/0-8-0 (min. 0-1-8), 2=1496/0-6-0 (min. 0-1-12) Max Horz 2=128(LC 4) Max Uplift6=-377(LC 5), 2=-630(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1455/40,3-16=-2936/1351, 3-18=2563/1207, 4-18=-2495/1215, 4-19=2590/1399, 5-19=-2662/1391, 5-20=-2970/1616,13-20=-3079/1609,6-13=-1319/674 BOT CHORD 15-17=-28/1299, 17-21=1185/2746, 9-21=-1185/2746,8-9=-909/1940.8-22=-909/1940,7-22=-909/1940, 7-23=-1469/2898,14-23=-1469/2898,12-14=-762/1438 WEBS 4-7=-322[770,5-7=-575/426, 4-9=-176/657, 3-9=-501/310,6-12=-745/410,13-14=-361/344, 12-13=-215/276, 6-14=-535/101, 2-15=-1125/854, 16-17=-436/506, 15-16=-714/1091, 2-17=1007/659 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Extehor(2) -3-0-8 to 0-0-0, Interior(1) 0-0-0 to 7-11-8, Extehor(2) 7-11-8 to 10-11-8, Interior(1) 13-11-8 to 18-11-7 zone; cantilever left and right exposed ; W C -C for members and forces & MFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 6=377, 2=630. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ?viahmound �0lfaghiri, ?.E. Consulting Engineers 13901 S.W. 108 Ave, Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type City Ply Add.. Luis 8 Carrie Reynoso (JI) 10302, A2 ROOF SPECIAL 2 1 ...... -0.30 9-10 >880 360 MT20 244/190 • • TCDL 15.0 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 1.61 U s Jan 29 201 b Print /.610 s Jan 29 201 b MI I eK Industries, mc. ue Oct 24-i4:2ZO2 2017 rage -I I D: kgAg55u E B7wka5 r4vwavVW yTosd-VxxZvry8fSOw6kbm B KE_Bxh pr43 nOR M2a KGe DeyQ B Wp -3-0-0 5-5-12 10-11-8 16-5-4 21-11-0 3-0-0 5-5-12 5-5-12 5-5-12 5-5-12 Scale = 1:40.2 48 = 2.25 Fl2 �Io LOADING (psf) SPACING- 2-0-0 0000 DEFL. in (loc) I/deft Ud • • • • PLATES • • • • • TCLL 30.0 . . .... ...... -0.30 9-10 >880 360 MT20 244/190 • • TCDL 15.0 ... BC 0.96 • 0-9-0 Ora 0 3-2-8 3 8 55-12 10-11-8 16-5-4 • • •i0 • •18- 0000•• �8i8-8 21-8-0 _ _ _ 21,31-0 0 3 2-5-8 0 0 2-1-4 5-5-12 -4 _ 5-5-12 • 2-1� OhtO 2-11-8 a41s 0-6-0 _____ 090009 • _ �Io LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • PLATES • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Vert(LL) -0.30 9-10 >880 360 MT20 244/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -0.69 9-10 >383 240 •: • •: : 0000 ••••• BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.26 6 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2014ITP12007 (Matrix -M) Weight: 142 Ib FT = 0% • LUMBER - TOP CHORD 2x4 SP M 31 `Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B1,134: 2x6 SP No.1 D, B2: 2x4 SP No.2D WEBS 2x4 SP No.2 OTHERS 2x6 SP No.2 *Except' 01: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1484/0-6-0 (min. 0-1-8), 6=1208/0-6-0 (min. 0-1-8) Max Horz 2=128(LC 4) Max Uplift2=-628(LC 4), 6=-382(LC 5) BRACING- • • • • • • • • • • TOP CHORD Structural wood sheathing directly applied or 2-2-0" oLail � BOT CHORD Rigid ceiling directly applied oC2-2-( & gracing. L•xcept: • • 5-10-0 oc bracing:•• • • 7-25 • • • • • •• • • • 7-1-0 oc bracing: 12-20 • • • nMiTek recommends that Stabilizers and required OAS acing be installed during truss erection in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1290/306, 3-19=4070/1516, 3-26=-3529/1609, 4-26=-3483/1617, 4-27=-3289/1774, 5-27=-3350/1765, 5-28=-3942/1982,24-28=-3964/1974,22-24=1592/810 BOT CHORD 18-29=-307/1227, 20-29=-304/1230, 20-30=-1330/3866, 12-30=-1328/3869, 12-31=-109/653, 13-31=109/653, 313=352/311, 12-32=-1580/3466, 11-32=-1581/3464, 11-33=-1571/3538,10-33=-1 571/3538, 10-34=1856/3769, 9-34=-1856/3769, 9-35=-1820/3669, 7-35=-1819/3671, 5-8=-337/275, 8-36=-56/407, 7-36=-56/407, 7-37=-1804/3766, 25-37=-1806/3763,25-38=-943/1871, 23-38=-945/1868 WEBS 4-10=193/604, 8-10=-1488/839, 4-8=-516/1011, 10-13=-1271/551, 4-13=-464/1155, 2-18=-952/684, 18 -19= -1269/618,2 -20=-641/1053,22-23=-577/339,23-24=-1230/620,22-25=-326/685 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) VUnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. II; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -30-8 to 0-0-0, Interior(1) 0-0-0 to 7-11-8, Exterior(2) 7-11-8 to 10-11-8, Interior(1) 1311-8 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 2=628, 6=382. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zoirag : tri, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply Luis &Carrie Reynoso (JI) 1 0302 A3 ROOF SPECIAL 1 1 [dd.: - •• • • • • 01310 3-2-8 314 8 5-5-12 9-0-0 ob Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print. 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Oct 24 14:22:03 2017 Page 1 ID:kgAg55uEB7wka5r4vwavWvyTosd-_8Vx7BjnQl WnkuAyl11Dj9E3KUQ?7OvBo_OC14yQB Wo -3-0-0 5-5-12 9-0-0 10-11-8 12-11-0 16-5-4 21-11-0 3-0-0 5-5-12 3-6-4 1-11-8 1-11-8 3F-4 5-5-12 Scale = 141.3 4x8 = 4x4 = 2.25 12 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=1291/339, 21-28=-4191/1916, 3-28=-4128/1921, 34=-3634/1913, 5-6=-3473/2098, 6-29=-4043/2382, 29 -30=-4076/2376,26-30=-4106/2374,24-26=-1598/924,4-5=-2680/1658 BOT CHORD 20-31=-293/1229, 22-31=-290/1232, 22-32=-1717/3984, 14-32=-1715/3987, 14-33=-213/829, 15-33=-213/829, 3-15=196/255, 14-34=-1766/3286, 1334=1766/3285, 13-35=-1787/3365, 12-35=-1787/3365, 12 -36= -1377/2666,11 -36= -1377/2666,11-37=-2037/3559,10-37=-2037/3559,10-38=-1987/3468, 8 -38= -1986/3469,9 -39= -276/580,8 -39=-276/580,8-40=-2187/3904,27-40=-2189/3902,27-41=-1079/1880, 25-41=-1082/1877 WEBS 4-12=-74/361, 9-11=-936/637, 5-9=4551740,12-15=-732/424, 4-15=-318/898,5-11=-89/302, 2-20=-949!728, 21-22=-281/199, 20-21=-12781711, 2-22=-711/1062, 24-25=-574/371, 26-27=-270/224, 25-26=-1240/716,24-27=-383/693 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -30-8 to 0-0-0, Interior(1) 0-0-0 to 4-9-1, Exterior(2) 4-9-1 to 17-1-15, Interior(1) 17-1-15 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 2=644, 7=398. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Z Afnghari, P.E. Comlting Engineers 13901 S.W. 108 Ave, Miami, Florida 33176 Phone 305-253-2428 Fa„ 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No 636 0000 • • 0000 0000•• •• • • • • 01310 3-2-8 314 8 5-5-12 9-0-0 10-11-8 12-11-0 16-5-4 • • • •'�-6-8 i✓i ! 11-8-0 1 0 3 0 2-5-8 Ont 0 2-1-4 3-6-4 1 1-71-8 1 , 1-11-8 3-6-4 • 2-1-4 0 2 0 2-11-1 Or3�0• • 0-6-0 0609•• • • Plate Offsets X Y — 2:0-6-5 Ede[2:1-10-7,0-3-71, 6:0-3-4,0-5-12[8:0-5-0.0-1-121, 114:13-5-0,13-1-121 • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • PLATES• PO • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0.27 10-11 >989 360 i T20 :44/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.90 Vert(TL) -0.61 10-11 >431 240 • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.25 7 n/a n/a go • • • • • • • • • BCDL 10.0 Code FRC2014/rP12007 (Matrix -M) V eight: 138 Ib FT = 0% 0 • • • • LUMBER- BRACING- • • : • • • • • • • 9 TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-OwPull.• T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or•4-0-1� %bracing. Except: • • BOT CHORD 2x4 SP No.2 *Except' 5-4-0 oc bracing: 8-27 • 9 • • • 6 : • • • • : B1,B4: 2x6 SP No.1D 6-2-0 oc bracing: 14-22 • • • WEBS 2x4 SP No.2 MiTek recommencordads that Stabilizers and required cos b acing be installed en during OTHERS 2x6 SP No.2 'Except' truss erection acnce with Stabilizer Installation guide. 01: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1484/0-6-0 (min. 0-1-8), 7=1208/0-6-0 (min. 0-1-8) Max Horz2=119(LC 4) Max Uplift2=644(LC 4), 7=-398(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=1291/339, 21-28=-4191/1916, 3-28=-4128/1921, 34=-3634/1913, 5-6=-3473/2098, 6-29=-4043/2382, 29 -30=-4076/2376,26-30=-4106/2374,24-26=-1598/924,4-5=-2680/1658 BOT CHORD 20-31=-293/1229, 22-31=-290/1232, 22-32=-1717/3984, 14-32=-1715/3987, 14-33=-213/829, 15-33=-213/829, 3-15=196/255, 14-34=-1766/3286, 1334=1766/3285, 13-35=-1787/3365, 12-35=-1787/3365, 12 -36= -1377/2666,11 -36= -1377/2666,11-37=-2037/3559,10-37=-2037/3559,10-38=-1987/3468, 8 -38= -1986/3469,9 -39= -276/580,8 -39=-276/580,8-40=-2187/3904,27-40=-2189/3902,27-41=-1079/1880, 25-41=-1082/1877 WEBS 4-12=-74/361, 9-11=-936/637, 5-9=4551740,12-15=-732/424, 4-15=-318/898,5-11=-89/302, 2-20=-949!728, 21-22=-281/199, 20-21=-12781711, 2-22=-711/1062, 24-25=-574/371, 26-27=-270/224, 25-26=-1240/716,24-27=-383/693 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -30-8 to 0-0-0, Interior(1) 0-0-0 to 4-9-1, Exterior(2) 4-9-1 to 17-1-15, Interior(1) 17-1-15 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=1b) 2=644, 7=398. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Z Afnghari, P.E. Comlting Engineers 13901 S.W. 108 Ave, Miami, Florida 33176 Phone 305-253-2428 Fa„ 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No 636 Job Truss Truss Type Ory Ply Add.: Luis 8 Carrie Reynoso (JI) 10302„ A4 ROOF SPECIAL 1 1 • Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: /.51u s Jan 29 2015 Mi ex Industries, Inc I ue Oct 24 14.22.04 wI r rage I I D:kgAg55uEB7wka5r4vwavWvyTosd-SK2JKXkPB3eeM219J kGSGMmC FukusSMLI ellH WyOBWn -3-0-0 5-5-12 7-0-0 11-7-0 13-3-0 14-11-0 16-5-4 21-11-0 3-0-0 5-5-12 1-6-4 4-7-0 1-8-0 1-8-0 1-6-4 5-5-12 4x4 4x4 = 4x4 = Scale= 1:41.9 2.25 FI2 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-1292/337, 3-22=-4265/1520, 3-4=-3729/1468, 6-7=-3495/1878, 7-29=-4091/2137, 27-29=-4121/2130, 25-27=1599/833,4-5=-3231/1496,5-6=-3004/1582 BOTCHORD 21-30=-338/1230, 23-30=335/1234, 23-31=-1324/4056, 15-31=-1321/4059, 15-32=-308/971, 16-32=-308/971, 15 -33= -1366/3215,14 -33=1367/3214,14 -34=-1388/3247,13-34=-1388/3247,13-35=-1718/3626, 12 -35=1718/3626,12 -36= -1786/3523,11-36=-1786/3523,11-37=-1734/3446,9-37=-1733/3447, 10 -38= -286/609,9 -38=286/609,9 -39=-1955/3920,28-39=-1957/3917,28-40=-971/1881,26-40=-974/1878 WEBS 4-13=-169/334, 10-12=-813/539, 6-10=-405/692, 4-16=-171/533, 6-12=571/1246, 5-12=-1188/617, 5-13=-428/426.2-21=-948/669, 22-23=-318/206, 21-22=-1283/603, 2-23=-628/1067,25-26=-574/343, 27-28=-277/222,26-27=-1241/642,25-28=-340/694 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -3-0-8 to 0-0-0, Interior(1) 0-0-0 to 11-7-0, Exterior(2) 11-7-0 to 13-3-0, Interior(l) 16-4-0 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=11b) 2=646, 8=352. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zclfagh3ri, Y.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 395-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 • 00 0 0 30-9-0 3-2-8 34,8 5-5-12 7-0-0 11-7-0 13-3-0 14-11-0 16-541 • } • • f8-6-8 t8jt¢-8 21-8-0 • a.13 -a • 0 3 0 2-5-8 0 0 2-1-4 1-6-0 4-7-0 1-8-0 1-8-0 1-6-9 2-1-4 0 0 2-11-B Ot310 0_6_0 b 0 •• • • • • Plate Offsets X Y — 2:0-6-5 Ede[2:0-0-0,0-3-71, • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud • • • •PLATES • ORIP • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.59 Vert(LL) -0.29 12 >916 360 • • • •VT20 • 144/190 • • • TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(TL) -0.67 12-13 >392 240 • • • • • 00000 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.25 8 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2014/TPI2007 (Matrix -M) • T/eighl: 134 lb FT = 0% • • • • • LUMBER- BRACING- • • • • • • • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly app4ed or 2-5-1s I!r}par". T1: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or42-2-0pc (racing. Acepl: :0000: BOT CHORD 2x4 SP No.2 'Except' 5-8-0 oc bracing: 9-28 • • • • • • 9� • • B1,B4: 2x6 SP NoAD 7-2-0 oc bracing: 15-23 • • • WEBS 2x4 SP No.2 Tel recommends that Stabilizers and required cross bracing be installed during OTHERS 2x6 SP No.2 *Except' truss erection in accordance with Stabilizer Installation guide. r 01: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1484/0-6-0 (min. 0-1-8),8=1208/0-6-0 (min. 0-1-8) Max Horz2=117(LC 4) Max Uplift2=-646(LC 4), 8=-352(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-1292/337, 3-22=-4265/1520, 3-4=-3729/1468, 6-7=-3495/1878, 7-29=-4091/2137, 27-29=-4121/2130, 25-27=1599/833,4-5=-3231/1496,5-6=-3004/1582 BOTCHORD 21-30=-338/1230, 23-30=335/1234, 23-31=-1324/4056, 15-31=-1321/4059, 15-32=-308/971, 16-32=-308/971, 15 -33= -1366/3215,14 -33=1367/3214,14 -34=-1388/3247,13-34=-1388/3247,13-35=-1718/3626, 12 -35=1718/3626,12 -36= -1786/3523,11-36=-1786/3523,11-37=-1734/3446,9-37=-1733/3447, 10 -38= -286/609,9 -38=286/609,9 -39=-1955/3920,28-39=-1957/3917,28-40=-971/1881,26-40=-974/1878 WEBS 4-13=-169/334, 10-12=-813/539, 6-10=-405/692, 4-16=-171/533, 6-12=571/1246, 5-12=-1188/617, 5-13=-428/426.2-21=-948/669, 22-23=-318/206, 21-22=-1283/603, 2-23=-628/1067,25-26=-574/343, 27-28=-277/222,26-27=-1241/642,25-28=-340/694 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -3-0-8 to 0-0-0, Interior(1) 0-0-0 to 11-7-0, Exterior(2) 11-7-0 to 13-3-0, Interior(l) 16-4-0 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=11b) 2=646, 8=352. 7) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zclfagh3ri, Y.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 395-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty PlyAdd- Luis & Carrie Reynoso (JI) 10302 A5 ROOF SPECIAL 1 1 28 4x10 = 21 Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 MiTek Industries, Inc. Tue Oct 24 14:22:04 2017 Page 1 ID:kgAg55uEB7wka5r4vwavWvyTosd-SK2JKXkPB3eeM219JkGSGMm8aunVsNsL1 ell HWyQBWn 9-7-0 1383-0 1654_ _ 1 21-11-0 0 % -0-0555 5-12 4-1-4 50 ' Scale= 1:41.9 4x6 II FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-1310/346, 3-21=-4176/1725, 5-6=-3335/1851, 6-28=-4005/2160, 26-28=-4033/2152, 24-26=-1592/853, 3-4=-5218/2645,4-40=-3133/1685,5-40=3102/1693 BOT CHORD 20-29=-347/1249, 22-29=-345/1252, 22-30=-1538/3971, 14-30=-1536/3974, 14-31=172/523, 15-31=-172/523, 14 -32= -1611/3557,13 -32= -1612/3555,13-33=-1579/3871,12-33=-1579/3871,12-34=-2566/5269, 11-34=-2566/5269, 11-35=1879/3610, 10-35=-1879/3610, 10-36=-1861/3577, 8-36=-1860/3578, 9-37=-183/481, 8-37=-183/481, 8-38=-1974/3833, 27-38=-1977/3830, 27-39=995/1872, 2539=998/1868 VVEBS 3-15=-57/466, 9-11=-898/549, 5-9=-288/596, 5-11=-56211232, 4-11=-2429/1179, 4-12=-397/350, 3 -12= -97311391,2 -20= -957/691,20 -21=-1282/643,2-22=-661/1063,24-25=-573/350,26-27=-251/210, 25-26=1231/656, 24-27=-347/686 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C, Encl., GCpi=0.18; MWFRS (envelope) and C -C Extedor(2) -3-0-8 to 0.0-0, Interior(1) 0-0-0 to 10-3-0, Exterior(2) 10-3-0 to 13-3-0, Interior(1) 16-4-0 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=646, 7=354. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa.: 3^5-235-4248 Florida Professional Engineering License No. 36921 Special Inspect -)r Licen c _Nlo. 636 4x8 = 4x4 = 8x12 3.50 12 3 40 6 28 4x10 = 21 26 5x6 i .- 24 2 5 3 7 Io 30 14 3 5; 29 32 t3 33 12 34 11 35 t0 36 8 39 d 3x8 = 5x10 = 2x4 - 3x4 = 4x8 = 2x4 II 5x10 = 23 25 0 1x4 II 2.25 Fl2 • • •••• •••••• 0-9-0 0 3 0 3-2-8 3 4 8 5-0-0 5-1 9-7-0 •••••• -8 21-8-0 13-3-0 16-5-4 • '�I -}I •18-6-8 Mill 1- • 0 3 2-5-8 0 2 0 1-7-8 -5-1 4-1-4 3-8-0 3-2-4 •• -•• 1-7-8 0 0 2-11-8 3 0 Ob -0 • • • Plate Offsets X Y —[2:1-10-11,0-3-21, 2:0-6-2 Ede[3:0-5-12,0-1-121, [4:0-2-4,0-2-01, 7:0-7-2 Ede [8:0-5-0,0-1-121, 12:0-1-120-1-8 0-1-12 1-0 0 t-8 000000 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d • • • •PLATES • Ciw 00006 TCLL 30.0 Plate Grip DOL 1.33 TC 0.89 Vert(LL) -0.37 12 >711 360 • • • •YT20 • 2.41/190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.81 Vert(TL) -0.85 12 >312 240 • • • • • • • • • • BCU_ 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.25 7 n/a n/a • • • • • • • • • • • • • BCDL 10.0 Code FRC2014) rP12007 (Matrix -M) • 130 Ib FT = 0% • • • •1jVeight: • LUMBER- BRACING- • • • • • • • • : • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-9 @d"r*%. T1: 2x4 SP M 31, T2: 2x4 SP No.21D BOT CHORD Rigid ceiling directly applied or4-10-Z oc4lbracing. txcept: • • BOT CHORD 2x6 SP No.1D'ExcepC 57-0 oc bracing: 8-27 • • • • • • • • • • • • • • B2: 2x4 SP M 31, B3: 2x4 SP No.2 6-8-0 oc bracing: 14-22 • • • WEBS 2x4 SP N0.2 MiTek recommends that Stabilizers and required cross bracing be installed during OTHERS 2x6 SP No.2 *Except* truss erection in accordance with Stabilizer Installation guide. 01: 2x4 SP No.2 REACTIONS. (Ib/size) 2=1484/0-6-0 (min. 0-1-8),7=1208/0-6-0 (min. 0-1-8) Max Horz 2=117(LC 4) Max Uplift2=-646(LC 4), 7=-354(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-1310/346, 3-21=-4176/1725, 5-6=-3335/1851, 6-28=-4005/2160, 26-28=-4033/2152, 24-26=-1592/853, 3-4=-5218/2645,4-40=-3133/1685,5-40=3102/1693 BOT CHORD 20-29=-347/1249, 22-29=-345/1252, 22-30=-1538/3971, 14-30=-1536/3974, 14-31=172/523, 15-31=-172/523, 14 -32= -1611/3557,13 -32= -1612/3555,13-33=-1579/3871,12-33=-1579/3871,12-34=-2566/5269, 11-34=-2566/5269, 11-35=1879/3610, 10-35=-1879/3610, 10-36=-1861/3577, 8-36=-1860/3578, 9-37=-183/481, 8-37=-183/481, 8-38=-1974/3833, 27-38=-1977/3830, 27-39=995/1872, 2539=998/1868 VVEBS 3-15=-57/466, 9-11=-898/549, 5-9=-288/596, 5-11=-56211232, 4-11=-2429/1179, 4-12=-397/350, 3 -12= -97311391,2 -20= -957/691,20 -21=-1282/643,2-22=-661/1063,24-25=-573/350,26-27=-251/210, 25-26=1231/656, 24-27=-347/686 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C, Encl., GCpi=0.18; MWFRS (envelope) and C -C Extedor(2) -3-0-8 to 0.0-0, Interior(1) 0-0-0 to 10-3-0, Exterior(2) 10-3-0 to 13-3-0, Interior(1) 16-4-0 to 18-11-14 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=646, 7=354. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghari, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa.: 3^5-235-4248 Florida Professional Engineering License No. 36921 Special Inspect -)r Licen c _Nlo. 636 Job Truss Truss Type Oty Ply Add.: Luis &Carrie Reynoso (JI) 10302 AG6 Roof Special Girder 1 1 0.2LU� • 0 3 0 2-4-0 2-0-12 5-4-4 5-6-0 5-9-0 •0000• 0-5-0 • Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 stun: 1.b1U s Jan 29 2ul b Print r.blu s Jan 29 2ul b MI I eK Inaustrles, Inc. I ue uct 24 14:2z ub zul1 rage 1 ID:kgAg55uEB7wka5r4vwavWvyTosd-OiA3lDmfjguMbLvXQ9lwLnsTWhTkKHMeVyEsMPyQBWI I -3-0.0 i 3-0-0 5-0-127-7-0 10-5-0 13-3-0 17-7-0 _ r 21-11-0 2-6-4 2-10-0 2-10-0 4-4-0 4-4-0 ' ,15 Scale = 1:41.3 4x4 = 3x6 = 4Xb = 4xb = oxo — 4x4 i �I NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=412, 2=898. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 Ib down and 35 Ib up at 3-0-0 on top chord, and 478 Ib down and 125 Ib up at 3-0-0, and 443 Ib down and 168 Ib up at 50-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 57=-90, 7-9=-90,17-20=-20 Concentrated Loads (lb) Vert: 14=-161 3=-21 13=-421 Mahmound Lolfae r irl, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 3692; Special Inspector License No. 636 0000 • • 0000 0000•• 0-6-0 Ora 0 3-0-0 5-0-12 10-5-0 ••000• 15-11-0 � • • • • • at -6-0 0.2LU� • 0 3 0 2-4-0 2-0-12 5-4-4 5-6-0 5-9-0 •0000• 0-5-0 • ■ Plate Offsets X Y —[2:G-5-10,0-1-11, [4:0-2-4,0-2-01, 9:0.1-4 Edge],12:0-2-0,0-1-81, 8 [13:0-2-4,0-2-01 14:0-2-4 0-2-0 15: &L— LOADING LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 0 -0 -PLATES • ("I? 0e:066 • TCLL 30.0 Plate Grip DOL 1.33 TC 0.92 Vert(LL) -0.39 12-13 >683 360 • • • • T20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.83 Vert(TL) -0.92 12-13 >286 240 • • �T20HS • 048/143 00000 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.13 9 n/a n/a • • • 0000 • • • • • • BCDL 10.0 Code FRC2014ITP12007 (Matrix -M) • • • • right: 106 Ib FT = 0% • LUMBER- BRACING- • • • • • • • • • • • • TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-10J3wevrr*s. T1: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied orj1-11-9 acpracing. • • • BOT CHORD 2x4 SP M 31 MiTek recommends that Stabil ERs an* required cams boating be in a I g WEBS 2x4 SP No.2 'Except" truss erection in accordance with Stabilizer InstAijtiQMuide. W1,W3: 2x8 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 9=1312/0-6-0 (min. 0-1-8),2=1980/0-6-0 (min. 0-1-10) Max Hor22=118(LC 29) Max Uplift9=-412(LC 4), 2=-898(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-1763/531, 3-21=-4034/1511, 3-4=-3800/1451, 4-5=-6126/2198, 5-6=-4424/1435, 6-7=-4434/1489, 7-8=-3176/967, 8-18=3498/1112, 9-18=-1626/477 BOT CHORD 20-22=-566/1894, 22-23=-1454/3800, 14-23=-1454/3800, 14-24=-2201/6126, 13-24=-2201/6126, 13-25=-2473/7124, 12-25=-2473/7124, 11-12=-802/2693, 11-26=-802/2693, 10-26=-802/2693, 10-27=-1019/3304,19-27=-1019/3304,17-19=-573/1923 WEBS 3-14=-369/1125, 4-14=-2593/919, 4-13=-275/924, 513=-1076/510, 512=-3077/1195, 6-12=-285/168, 7-12=-767/2107, 7-10=-143/475, 8-10=-420/275, 9-17=-847/264, 18-19=-362/193, 9-19=-618/112, 2-20=-1686/863, 2-22=-516/171 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=412, 2=898. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 Ib down and 35 Ib up at 3-0-0 on top chord, and 478 Ib down and 125 Ib up at 3-0-0, and 443 Ib down and 168 Ib up at 50-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-90, 57=-90, 7-9=-90,17-20=-20 Concentrated Loads (lb) Vert: 14=-161 3=-21 13=-421 Mahmound Lolfae r irl, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 3692; Special Inspector License No. 636 Job Truss Truss Type Qty Ply Luis & Carrie Reynoso (JI) 10302- A7 Monopitch 5 1 Ed.* b Reference (optional) UtL.0 I ttUJJ LVMI-ANY IN I- 1'nnce[on, tL JJUJL RUII./.DIV]JGII c�cu lU rlllll./.V IV JJGII c�cu lJ lvlllcn 11 luu�lilc�, lii�. ID:kgAg55uE87wka5r4vwavWvyTosd-wWchXU1 yNmVzBKLsSnhoaJPuIAobzjUGlVJgzyQBWm LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2014/TP12007 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 5-7-0 CSI. DEFL. in (loc)/deft Ud TC 0.47 Vert(LL) -0.02 4-9 >999 360 BC 0.62 Vert(TL) -0.18 4-9 >361 240 WB 0.00 Horz(TL) 0.01 2 n/a n/a (Matrix -M) REACTIONS. (Ib/size) 4=225/0-8-0 (min. 0-1-8),2=647/0-6-0 (min. 0-1-8) Max Horz2=171(LC 4) Max Uplift4=-90(LC 6), 2=-388(LC 4) Max Grav4=310(LC 15), 2=647(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1488/492 BOT CHORD 7-9=-352/1143 WEBS 2-7=-695/771, 8-9=211/445, 7-8=-36/440, 2-9=-529/26 0000•• 0000•• • • 0000•• • 0000 •• • _-- • • • • j&TES • r,RIP • •• • Scales 3/4"=T 0000•• • • 0.000• • 0000•• 0000• 0000• MT20 44a�g00000•• 0000•• • • • V11eight: 28 III • • ii. 0% 000000 • BRACING- • • • 0 0000•• TOP CHORD Structural wood sheathing directly applied or 5-7-0 qj." ! except erd verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -3-0-8 to 0-0-0. Interior(1) 0-0-0 to 2-5-4, Exterior(2) 2-5-4 to 5-5-4 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=388. 4) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfag! tri, P.E. Consulting :Engineer: 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4243 Florida Professional Engineering License No. 36921 Special Inspector Licetlse N11o. 616 Job Truss Truss Type Oty PlyAdd.: Luis & Carrie Reynoso (JI) 10302„ A8 Monopilch 1 1 • • • • • • • • • •••• •••••• • • • • (Matrix -M) Job Reference (optional) UCI.0 I muco uVNwANY IIVV., YMoe[on, rL JJUJL 1 5 3x6 II Rurl. /.o IU J earl LU LU 1 J Yflr It. 1.0 IU S Jarl — LV IU 1V11 I CK Ir1UUJ111CJ, 111u. I UC Vul LY I ..Yl ID:kgAg55uEB7wka5r4vwavVWyTosd-wWchXtll yNmVzBKLsSnhoaJQwlBFbzjUGIVJgzyQBWm 4-6-8 2x4 II 3 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 15.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FRC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 SLIDER Left 2x4 SP No.2 1-6-0 4-6-8 Scale = 1:13.0 CSI. DEFL. in (loc) I/deft L/d • • •LATES • GRIP • TC 0.40 Vert(LL) 0.05 4-7 >999 360 T20 23,0190 • • • • • • BC 0.53 Vert(TL) -0.11 4-7 >465 240 • • • • • • • • • •••• •••••• • • • • (Matrix -M) Aight 18 �• F 0% • • • • • • 2x411 4•••••• • • BRACING- TOP CHORD • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 00000 MiTek recommends that Stabilizers and required cross bracing be installed during • truss erection in accordance with Stabilizer Installation guide. CSI. DEFL. in (loc) I/deft L/d • • •LATES • GRIP • TC 0.40 Vert(LL) 0.05 4-7 >999 360 T20 23,0190 • • • • • • BC 0.53 Vert(TL) -0.11 4-7 >465 240 • • • • • • • • VVB 0.00 Horz(TL) 0.03 1 n/a n/a • • • • (Matrix -M) Aight 18 �• F 0% • • • • • • • BRACING- TOP CHORD • • • •• ••• Structural wood sheathing directly appliedor 4-6-8 %c4�g,except eqd••verticaly�. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 00000 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=242/0-2-8 (min. 0-1-8),4=242/0-8-0 (min. 0-1-8) Max Horz4=76(LC 4) Max Upliftl=-67(LC 4), 4=-104(LC 4) Max Grav1=31O(LC 11), 4=31O(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-340/0,2-6=371/0 WEBS 7-8=-93/250, 6-8=-248/375, 1-8=0/291, 2-8=-52/392 NOTES - 1) Wnd: ASCE 7-10, Vult=175mph (3 -second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C. Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 4=104. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard P.L. Consulning :IteirIC-. rs 13901 S.W 108 Ave. Miami, Florida 331761 Phone 305-253-2428 Fax 3! 5-235-4243 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Qty Ply Add.: Luis & Carne Reynoso (JI) 10302 B1 Common 3 1 ' truss erection in accordance with Stabilizer Installation guide. Ms REACTIONS. (Ib/size) 1=957/0-8-0 (min. 0-1-8),5=957/0-8-0 (min. 0-1-8) Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print 7.610 s Jan 29 2015 Mi fek Industries, Inc. I ue Oct 24 14:22:Or 2ul r Nage 1 I D: kgAq 55 u E B7wka5r4vwav WvyTosd-svkSyZn H U_0 D DV U k_tq 9t?OIA5um 3o4njc_Pu ryQ B Wk i 4-4-0 8-8-0 13-0-0 i _ 17_4-0 i 4-4-0 4-4-0 4-4-0 4-4-0 Scale = 1:27.9 4x4 = 4x4 • • • • • • •••• •••••• ••goes • • • • •••••• • • 0.8.0 •••••• • Q-3-0 i 8-8-0 17.1-0 • 0001 7-4 1 8-0-0 8-5-00-90 -5-0•• • • • • - • • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.48 BC 0.46 NB 0.27 (Matrix -M) DEFL. in (loc) I/deft Ud Vert(LL) 0.11 6 >999 360 Vert(TQ -0.44 6-12 >470 240 Horz(TL) 0.05 5 n/a n/a Is 0 • • • •PLATES • GRIP • ?AT20 244/160 • • • • • • • • • • V*ight: 70 FIT = 0 % 000000 • • • • • • • • • LUMBER- BRACING- • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyPa�pliedbr 3-8-15 oe purii•s. • • • • • • • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-3-3 oc bracing. *.*Oso WEBS 2x4 SP No.2 recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. Ms REACTIONS. (Ib/size) 1=957/0-8-0 (min. 0-1-8),5=957/0-8-0 (min. 0-1-8) Max Horz 1=-93(LC 7) Max Upliftl=-497(LC 4), 5=-497(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1040/569, 2-8=-2387/1684, 2-3=-1743/1158, 3-4=-1743/1158, 4-11=2387/1684, 5-11=-1040/569 BOT CHORD 7 -9= -670/1194,9 -13= -1544/2250,6 -13=-1544/2250,6-14=-1544/2250,12-14=-1544/2250,10-12=-670/1194 WEBS 3-6=-253/525, 4-6=-711/637, 2-6=711/637, 1-7=577/365, 8-9=-211/331, 7-8=-180/264, 1-9=-587/0, 510=-577/365, 11-12=-211/331, 10-11=-180/264.5-12=-587/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) VNnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft, Cat. It; Exp C, Encl., GCpi=0.18; MVVFRS (envelope) gable end zone and C -C Extedor(2) zone, cantilever left and right exposed ;C -C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=497, 5=497. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfagr,^ri, P.E. Consulting F.egtnecrs- 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Far, 305-23542148 Florida Professional Engineering License No. 36921 Special Inspector ;_icensr° No. 6:?6 Job Truss Truss Type Qty PlyAdd.: Luis & Carrie Reynoso (JI) 10302 B2 Common 2 1 8-0-0 Job Reference o tional DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7,610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 Mi I elk Inclustnes, Inc. I ue Uct 24 14:22:U7 201 r Page 1 I D:kgAg55uEB7wka5r4vwavVWyTosd-svkSyZn HU_ODDVUk_tg9t?Om85um3o4njc_PuryQBVVk i 4-4-0 8-8-0 13-0-0 17-4-0 4-4-0 4-4-0 4-4-0 4-4-0 Scale = 1:27.9 4x4 = 4x4 Io • 0 0000 0000•• 0000•• • 0-8-0 Q 0 0 8-8-0 •00.•00 000900 17-1-0 •0•• 0 • • 0000•• • .>l 0-3 b 8-0-0 8-5 •0 •• • 1 0-5-0 0 0 Plate Offsets (X Y) f1 0 1-4 Edge1 j5 0-1-4 Edge) [6:0-4-0,0-3-01 • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d • • • • fL•ATES • GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Vert(LL) 360 20 234!190 *099:9 TCDL 15.0 Lumber DOL 1.33 BC 0.46 Vert(TL) 0.44 6-12 >999 240 • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.05 5 n/a n/a •• • • BCDL 10.0 Code FRC2014fTP12007 (Matrix -M) /,eight: 70 �• • Pfd 0 % • • • • • • LUMBER- BRACING- • • • • • 0000•• TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appliedor 3-8-15 e pud ill . • • BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-9-3 oc bracing. • • 09 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed dur ng truss erection in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 1=957/0-8-0 (min. 0-1-8), 5=957/0-8-0 (min. 0-1-8) Max Horz1=55(LC 7) Max Upliftl=-302(LC 4), 5=302(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=10401505.8-13=-2387/1445,2-13=-2308/1454,2-14=-1743/1016. 3-14=-1685/1025,3-15=-1685/1025, 4-15=-1743/1016, 4-16=2308/1454, 11-16=-2387/1445,5-11=-1040/505 BOT CHORD 7-9=-598/1194, 9-17=-1325/2250, 6-17=1325/2250, 6-18=-1325/2250, 12-18=-1325/2250, 10-12=-598/1194 WEBS 3-6=194/525, 4-6=-711/522, 2-6=711/522, 1-7=-577/326, 8-9=211/305, 7-8=-180/264, 1-9=-587/0, 5-10=577/326, 11-12=-211/305, 10-11=-180/264,5-12=-587/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=1 511t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 5-8-0, Exterior(2) 5-8-0 to 8-8-0, Interior(1) 11-8-0 to 14-4-7 zone, cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=302, 5=302. 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound 2.cfagh.r?, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 3050-235-4248 Florida Professional Engineering License No. 36921 Special Inspector ::icer: e No. 6;6 Job Truss Truss Type Oty PlyEd.: Luis & Carrie Reynoso (JI) 10302. B3 Common 1 1 • • • • • • • LOADING (psf) SPACING- 2-0-0 b Reference (optional) ur=�,v i rt�aa uvmrnrvi IIVI.., YIIr II:eNn, rL JJUJL 4-0-12 8-1-8 4-0-12 4-0-12 8 i 17 9 7 4x6 11 3x8 II 3.50 12 1x4 2 14 2 73 18 Run. -IU 5 Jan zy Lu IJ runt. / m to s an zy Lu I J ivii i eK InuusmQ5, mu. I uu Vul L4 14.LL.uO LU I / rage i ID : kgAq 55u E B7wka5r4vwavWvyTosd-K5IgAunvEI84gf2wYa LOQCxxdV6OoFIwyGjzQHyQBWj 12-5-8 16-9-8 4-4-0 4-4-0 4x4 = 3 6 5x8 = 15 2x4 4 16 Scale = 1:26.8 11 5 19 12 g 10 •••• 3x8= • • •••• •••••• • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • • • PLATES • GRIP • TCLL 30.0 • 16-6-8 • • • • • • • � • •IQ-'rs 0-6-0 1 7-5-8 - - ... • • • LJ -J -u Plate Offsets X Y -- [1:0-3-0,0-0-1g 1:0-3-7 Ede 5:0-0-2 Ede 6:0-4-0 0-3-0 • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • • • PLATES • GRIP • TCLL 30.0 Plate Grip DOL 1.33 TC 0.44 Vert(LL) -0.09 6 >999 360 T�T20 •1 150 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.95 Vert(TL) -0.46 6-12 >443 240 000 * • 0 • • • BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.05 5 n/a n/a • Aeight: BCDL 10.0 Code FRC20141TP12007 (Matrix -M) 70 �• • F 0% • • • • • • LUMBER- TOP CHORD 2x4 SP No.2 BRACING- TOP CHORD • • Structural wood sheathing directly applie<?or 3-9-12•pe fturlifts. • • • BOT CHORD 2x4 SP No.2 `Except' BOT CHORD 000 Rigid ceiling directly applied or 2-2-0 oc bracing. • • B2: 2x4 SP M 31MiTek recommends that Stabilizers and required cross bracing be installed dur ng WEBS 2x4 SP No.2 t urs erection in accordance with Stabilizer Installation guide. WEDGE Left: 2x4 SP No.2 REACTIONS. (Ib/size) 1=923/0-1-8 (min.0-t-8), 5=928/0-1-8 (min. 0-1-8) Max Horz 1=-61(1-C 7) Max Upliftl=-289(LC 4), 5=-294(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-794/466, 8-13=-2061/1278, 2-13=-1998/1285, 2-14=-1615/976, 3-14=-1576/985, 3-15=-1582/987, 4-15=-1640/979,4-16=2213/1421,11-16=-2293/1412,5-11=-1024/494 BOT CHORD 7-17=-436/722, 9-17=-436/722, 9-18=-1142/1933.6-18=-1142/1933, 6-19=-1293/2161, 12-19=-1293/2161, 10-12=-585/1174 WEBS 2-6=-523/377.3-6=-169/465, 4-6=-716/529,1-7=-493/312,7-8=-778/470,1-9=-435/740, 5-10=-563/321, 11-12=-189/303, 10-11=-154/288, 512=-615/0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-1-8, Extenor(2) 51-8 to 8-1-8, Interior(1) 11-1-8 to 13-9-15 zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1, 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=289, 5=294. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghi 1; p,E, Consulting Ev,pneers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 3692: Special Inspector L icense "ala 636 Job Truss Truss Type Qty Ply Add.: Luis & Carrie Reynoso (JI) 10302 JG3 Monopitch Girder 1 1 • • • • • • � 0000 0000•• Job Reference o tional VCI U I KUJJ 1. VIVIYHIN T IIV I,., rnncelon, I -L JdUJZnun: /.bl u s Jan za 2U 1 o rnni. r.w u s Jan Z` Zuio MI I ex Industries, Inc. 1 ue uc[ z4 14:LG: uv zu I t rage i I D: kgAg55u E B7wka5 Mvwav WvyTosd-o H sC N EoX? bGxSpd651 sdzQ U 9TvZOXmj4 BwTWzkyQ BW 2-9-0 2-9-0 2x4 II 2 Scale = 1:9.3 NOTES - 1) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=242, 3=158. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 903 lb down and 299 lb up at 0-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (Ib) Vert: 6=-903 Pr1ahmotanr9 ,_,cifapF , P.E. Consulting Encirteefs 13901 S.W. 108 A+,e. Miami, Florida 33176 Phone 305-253-2428 Far. 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 B1 3 •0•• >< 6 8 4 • • • • • • � 0000 0000•• • 3x4= 0000•• 2x4 R••••• • • • 0000•• 0000•• • 0-8-0 2-9-0 • • 0000 •• • 0000•• 0-8-0 2-1-0 ' • 0000 • • • • • • Plate Offsets (X Y)— [1:0-3-13,0-0-21 so ***go LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud • • •• •000• RATES • GRIP • TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) -0.01 6 >999 360 0 • 0 MT20 •24/t90 • • • • • • TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(TL) -0.02 3-6 >999 240 • • 0 0 0 0 0 • BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a • • so BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) kkeight: 12: :T = 0% ***so. 0 0 LUMBER- BRACING- • • • • • 0 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly Ipplies or 2-9-0 oSpojrlills, except E;vAi%. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. •0 • • 0 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=748/0-6-0 (min. 0-1-8), 3=441/0-1-8 (min. 0-1-8) Max Horz 1=45(LC 3) Max Up1ift1=-242(LC 3), 3=-158(LC 3) Max Grav1=748(LC 1), 3=463(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-5=-441/137 BOT CHORD 4-7=-194/524,6-7=-194/524 WEBS 1-4=-328/112 NOTES - 1) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=242, 3=158. 5) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 903 lb down and 299 lb up at 0-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (Ib) Vert: 6=-903 Pr1ahmotanr9 ,_,cifapF , P.E. Consulting Encirteefs 13901 S.W. 108 A+,e. Miami, Florida 33176 Phone 305-253-2428 Far. 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspector License No. 636 Job Truss Truss Type Oty Ply Add.: Luis & Carrie Reynoso (JI) 10302 J3 Jack -Open 1 1 Vert(LL) -0.01 3-6 >999 360 • • • • �1t20 •24JO/190 • TCDL 15.0 Job Reference (optional) —1. i rtuoa r -ry ., 11uer0n, I o�uoZ 1 4 mun. r.0 iu s dan Za Zu i 0 rnnt, r.Diu s Jan Za Zu 10 Mi i eK rnuusmes, inc. i ue ua Zv iv zz.uy Zu i r rage i ID:kgAg55uEB7wka5r4vwavWvyTosd-oHsCN EoX?bGxSpd65lsdzQUAgvcrXmj4BwTWzkyQB Wi 3-0-0 3-0-0 2 –•.••• • 2x4= O•e••• 0q 7 0-8-0 3-0-0 - -- e••• o- -7 0 -a -o 2-4-0 • Scale = 1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • PLIA ES *GRIP* • • • 4 • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vert(LL) -0.01 3-6 >999 360 • • • • �1t20 •24JO/190 • TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(TQ -0.03 3-6 >999 240 000* • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a • • • • • • • • BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) • V fight: 9 l FT = 0% • • • LUMBER- TOP CHORD 2x4 SP No.2 BRACING- TOP CHORD •••••• • • • Structural wood sheathing direc%�p 3-0-0• oc purlins. !eder bracing. • • *00000 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0- oc • • MiTek recommends that Stabilizers and required cram bracing be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=168/0-8-0 (min. 0-1-8),2=111/0-1-8 (min. 0-1-8), 3=48/0-1-8 (min. 0-1-8) Max Horzl=51(LC 4) Max Upliftl=-50(LC 4),2=62(1_C 4),3=4([_C 4) Max Grav 1=276(LC 11), 2=111(LC 1), 3=232(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 4-6=-269/248 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2, 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 6) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Consulting F n8inotm 13901 S. W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Eng:!neering License No. 36931 Special Inspector (,;dense No, 636 Job Truss Truss Type Qty Ply Add.: Luis & Carrie Reynoso (JI) 10302 J1 Jack -Open 1 1 • • : • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dired%apllliedlor 1-0-7 oc purlins. Job Reference (optional) utUU invaa UUMI-ANT n4u., rnncurun, rL JOWL R��. ,.�� a��,., ��,��, �., ��,��,� �, 651s,..�may. ID: kgAg55uEB7wka5r4vwavWvyTosd-oHsCN EoX?bGxSpddzQUA5vdMXmj46wTWzkyQB Wi 1-0-7 r 1-0-7 5.50 12 2 4 -8-01-0-7 -5-0 0-4-7 Scale = 1:6.4 •••• • • • •••• •••••• •••••• • • • LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.13 BC 0.19 WB 0.00 (Matrix -M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) 0.00 (loc) Udefl L/d 6 >999 360 3 >999 240 1 n/a - n/a • • • • VkbATES •GRIQ • • • • • kK20 0244/190• 0000 *060000 • Vr fight: 3 Ib FT = 0% 00:W60 •••••• • • • LUMBER- BRACING- • • : • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dired%apllliedlor 1-0-7 oc purlins. :0000: BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10=- oc basing. • • • • • MiTek recommends Ihat Stabilizers and required cr s• br•ang be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=-0/0-1-8 (min. 0-1-8), 1=117/0-8-0 (min. 0-1-8) Max Horz2=-534(LC 15), 1=534(LC 15) Max Upliftl=41 (LC 4) Max Grav1=253(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-517/152 WEBS 5-6=0/257 NOTES - 1) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1. 5) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound i'c if::gh =>,, P.E. Consulting Engineers 13901 S.W. 103 Avq. Miami, Florida 33176 Phone 305-253-2428 Fa,: 345-235-4248 Florida Professional Engineering License No. 36711 special Inspec- r t_icen No. 636 Job Truss Truss Type City PlyEd.: Luis & Carrie Reynoso (JI) 10302 J1A Jack -Open 1 1 BCLL 0.0 ' WB 0.00 BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) b Reference o lional DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print. /.610 s Jan 29 2015 MI I elk Industries, Inc. I us UCt 24 14:ZZ:Ua zUl r Page 1 ID: kgAg55uEB7wka5r4vwavWvyTosd-oHsCNEoX?bGxSpd651sdzQU5tvcIMXmj4BwTWzkyQB Wi 1-0-7 1-0-7 Plate Offsets (X Y)— 12:0-0-6,G-0-91, [5:G-2-2,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.47 TCDL 15.0 Lumber DOL 1.33 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FRC2014/TP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 3=0/0-1-8 (min. 0-1-8),2=387/13-6-0 (min. 0-1-8) Max Horz3=752(LC 1), 2=839(LC 4) Max Uplift2=-275(LC 4) Max Grav2=387(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1474/883.3-8=-12411721 BOT CHORD 7-9=-303/471 WEBS 2-7=-527/814, 8-9=199/358, 2-9=256/159 DEFL. in (loc) I/deft Ud Vert(LL) 0.00 9 >999 360 Vert(TQ -0.01 4 >999 240 Horz(TL) 0.00 2 n/a n/a *000 PLATES • •GRIP. • • • • MT20 • 244/190 • • • Weight: 12 We • *FT = 0% Scale: 1.5'=1 BRACING- • • • • • • • • TOP CHORD Structural wood sheathing directly applied or 1-0-a0c pur*s. 0909:0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.• • • • • • FMiTek recommends that Stabilizer• and required cross bracing be i4talI60,4,png truss erection in accordance AIR StatlMizer InstallAtion (bide. • • • • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone, cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=275. 5) Non Standard bearing condition. Review required. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zolfaghr;, P.E. Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 331-16 Phone 305-253-2428 Far. 305-2354243 Florida Professional Engineering License No. 3692; Special lnspector L cense No. 636 Job Truss Tye Qty PlyAdd.: Luis &Carrie Reynoso (JI) 10302 CJ3 AHIP GIRDER T11usG111. 1 1 TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 ' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • • • • WEBS 2x4 SP No.2 Job Reference (optional) uct i rtUo. t uv�,., rnn�ci L oowc ID:kgX 55uEB7wka5r4vwavWvyTosd-K51gAunvEI84gf2wYaLOQCx?EVFGoJTwyGjzQHyQBW) 4-2-15 2 2x4 II • 2x4 Z- • • 0000 0-3 14 0-8-0 4-2-15 • • • • • • 0-3-14 0-4-2 3-6-15 Scale = 1:9.1 Plate Offsets X Y — [5i0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 -2-0,0-1-0j SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FRC20141TP12007 CSI. TC 0.14 BC 0.38 WB 0.00 (Matrix -M) DEFL. in Vert(LL) 0.00 Vert(TL) -0.04 Horz(TL) 0.00 (loc) I/deft L/d 6 >999 360 5-9 >999 240 1 n/0- n/0- • • • • CLATES e • RIP • • • • • • MT20 *0000 • • ••• ••• • •• ••••• • • • •;eight: 1;1� • • Ft = 0 % • • • • • • LUMBER- BRACING- TOP CHORD 000000 • • Structural wood sheathing directly applieZ or 4-2-15 oc pulns, excepLp9d vaiic�als. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • • • • WEBS 2x4 SP No.2 MiTek recommends that Staclizersanirequired oss bracng be in �l%d dy g Ft",erection in accordance vitl•Stabilizer Installaliv ride. REACTIONS. (Ib/size) 1=9210-8-8 (min. 0-1-8),5=161/0-1-8 (min. 0-1-8) • • • • • • Max Horz 1=38(LC 3) Max Uplift1=41(LC 3), 5=-97(LC 3) Max Gravl=274(LC 10), 5=295(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-263/316 BOT CHORD 6-8=314/278 WEBS 6-7=-272/336, 1-8=387/327 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5. 5) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Trapezoidal Loads (plf) Vert: 1=-0(F=45, B=45)-to-2=-90(F=O, B=0), 2=-90(F=O, B=0}to-3=-97(F=-3, B=-3), 6=-O(F=10, B=10) -to -4=-21(F=-1, B=-1) Manmounc Cop�t,ltitig .-c:0-;r� i~,ti 13901 S. IN, 118 re. Miami, Honda 33176 Phone 305-253-2428 Fax 305-2.35-4248 Florida Professional Engineering License No. 36921 E'pecial lnsttectar L.;, en,;c ' d . 6.36 Job Truss Truss Type city Ply Add.: Luis & Carrie Reynoso (JI) 10302 P1 GABLE 7 1 • • • 0000 Job Reference optional) UCVV IrtVJJVVIVIrI�IVI IIVV., illll.cl�ll, �L JJVJL i...ii. ... .. ., �.... ...... �.. ... ..... _.. ...___...-_, ..._. .____._ -.. __._ _a_ ID:kgAg55uEB7wka5r4vwavVWyTosd-IgzyowgoXDWeh6nVDju52rZUPiGR?fxNeEyd1 cyOBWg 6-0-8 8-2-1 6-0-8 2-1-9 NOTE: IFOR COT PIGGY- ACK DE' LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 2x, 4x4 = 7 •....• 2x411 • • 0000 080 8-2-1 0000.• 0-8_o 7-6-1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Plate Grip DOL 1.33 TC 0.27 Vert(LL) n/a n/a 999 VT20 • 4411.90 T... Lumber DOL 1.33 BC 0.41 Vert(TL) n/a n/a 999 •• • •Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a Code FRC2014ffP12007 (Matt x) • • Weight: 2: Ib • • •FJ = 0 Scale = 1:16.2 lO 0000•• • • • 0000•• 0000•• ••••• 0000• BRACING- • TOP CHORD Structural wood sheathing dirltt}yar or 6-0-0 oc p,lhins, except end vditti als. BOT CHORD Rigid ceiling directly applied or•6-0 0 oc racing. • • • • • • • • MiTek recommends that Stabilizers d require ng be in0talled dung truss erection in accordant with to izer in guide. •• • •• 0 • • REACTIONS. All bearings 8-2-1 • • • (lb) - Max Horz 7=84(LC 6) • • • Max Uplift All uplift 100 Ib or less at joint(s) 7, 4, 5 except 6=-177(LC 4) Max Grav Al reactions 250 Ib or less at joint(s) 4 except 7=279(LC 18), 5=255(LC 20), 6=442(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-6=-362/465 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) VUlnd: ASCE 7-10, Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 4, 5 except (jt=1b) 6=177. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 4, 5, 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Mahmound C')nsulfing 13901 S. W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fa;: 305-235-4248 Florida Professional Engineering License No. 36921 Special lw�„ e:•- -r ",4). 536 Job Truss Truss Type Qty PlyAdd.: Luis & Carrie Reynoso (JI) 10302 MV5 Valley 1 1 • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.16 Wl n/a 999 • • • • VT20 •.2441190 Job Reference (optional) u�uv ir�wa • i,�rvirr,rvr uvi,., rnnuewn, r� oo�o� r 2x4 II i ■ Rini --J11i<ac— 11 41 11 111. nuc -1— —.1— ,aye, I D: kgAq 55 u E B7wka5r4vwav WvyTosd-IgzyowgoXD Weh6nV Dju 52 rZ WFil p?f8 N e Eyd 1 cyC B Wg 3 2x4 II 1-1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Wi • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.16 Wl n/a 999 • • • • VT20 •.2441190 • • STI Lumber DOL 1.33 BC 0.26 Vert(TL) n/a n/a 999 0000 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a • • 1 Code FRC2014/TP12007 (Matrix) • : • • Weight: 2j Ib • • % = 0% 6 7 5 6 4 Scale = 1:10.9 2x4 11 1 xa 11 jxt! P • • • • • •••• •••••• 0 8-0 5-10-0 • • • • • • • X0-800 5-2-0 •- --- _ •••••• NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C ExteriorMW (2) zone for members and forces & FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4 except (it=1b) 5=125. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mah:nound <':.,i. V-.�- , P.:;. Consulting. F rgi peer 13901 S.W'..08 ti ve. Miami, Florida 33176 Phone 305-253-2428 Fwf 305-235-4248 Florida Professional Fni!ineering License;No. 36921 Special L^stle<,F ,r '_ . ,. X30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.16 Vert(LL) n/a n/a 999 • • • • VT20 •.2441190 • • TCDL 15.0 Lumber DOL 1.33 BC 0.26 Vert(TL) n/a n/a 999 0000 • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a • • BCDL 10.0 Code FRC2014/TP12007 (Matrix) • : • • Weight: 2j Ib • • % = 0% 00000 LUMBER- BRACING- 0 of • • 000000 • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing cirEtllyaVRdb or 5-10-0 oc fltlrlins, except end derticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or•10-0- orbracing. • • *000:0 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers end require,,i %s bl� , be installed during OTHERS 2x4 SP No.2 truss erection in accordan with to Izer insl�l.tion uide. • • REACTIONS. (Ib/size) 6=129/5-10-0 (min. 0-1-8), 4=12915-10-0 (min. 0-1-8),5=353/5-10-0 (min. 0-1-8) • • • • • • • • • • • Max Uplift6=-46(LC 4), 4=-46(LC 4), 5=-125(LC 4) • • • Max Grav6=258(LC 13), 4=258(LC 15), 5=360(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-289/391 NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C ExteriorMW (2) zone for members and forces & FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4 except (it=1b) 5=125. 6) This truss has been designed for a moving concentrated load of 200.011b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mah:nound <':.,i. V-.�- , P.:;. Consulting. F rgi peer 13901 S.W'..08 ti ve. Miami, Florida 33176 Phone 305-253-2428 Fwf 305-235-4248 Florida Professional Fni!ineering License;No. 36921 Special L^stle<,F ,r '_ . ,. X30 Job Truss Truss Type Qty PlyAdd.: Luis & Carrie Reynoso (JI) 10302 MV4 Valley 2 1 REACTIONS. (Ib/size) 1=199/49-8 (min. 0-1-8),3=199/4-9-8 (min. 0-1-8) Max Horz 1=62(LC 4) Max Upliftl=-62(LC 4), 3=80(LC 4) Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 7.610 s Jan 29 2015 Mil ek Industries, Inc I ue Oct 24 14'22,10 tui r rage i I D: kgAg55 u E B7wka5r4vwavWvyTosd-G U QabapAmvOo4zC If? N sVd014JvkG DzDPaC4VAyQ B Wh 4-9-8 4-9-8 2x4 II Scale = 1:9.6 2 2x4 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FRC2014/TP12007 CSI. TC 0.38 BC 0.51 WB 0.00 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=199/49-8 (min. 0-1-8),3=199/4-9-8 (min. 0-1-8) Max Horz 1=62(LC 4) Max Upliftl=-62(LC 4), 3=80(LC 4) Max Grav1=291(LC 12), 3=291 (LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/deft Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a •••• • • 2x4 ll•••••• •••••• •••••• • •••••• 000* PLATES •• GRIP :••••: &1T20 • X44 1J0 •••• • •• ••••• •:••:Veighl:ltlb.*%=0% ••••• BRACING- • TOP CHORD Structural wood sheathing direZtly%414 or 4-9-8 oc putlins, except end ve?tpls. BOT CHORD Rigid ceiling directly applied or•l0-0-0 oc•bracing. • • 000000 MiTek recommends that StaWlizers iWd required s ng be installed during t uss erection in accordance•vith Feta*zer Installation uide. •• • •• • • • NOTES - 1) Wnd: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound e elfag",ri, P,C; Consulting L-ngineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 3692: Special lnsh :,:.. - . Nt, 616 Job Truss Truss Type Oty PlyAdd.: Luis & Carrie Reynoso (JI) 10302 MV4A Valley 1 1 DEFL. in (loc) I/deft Ud • • 6 PLATES • • GRJP : • • • 6: TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Job Reference o tional ucUU InUOa i UIVI ,vrvr -ry ., rnncewri, r� aouoc ID:kgAg55uE87wka5r4vwavVWyTosd-IgzyowgoXDWeh6nVDju52rUgVF ?gCNeEydtcyQBWg 2x4 II 2 4 Scale = 1:9.6 2x4. r 2-6-D i 0 8-0 0000 2x4 II • • • • 0000 0000•• • • • • •00.00 • 900.6• • ♦0000. • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • 6 PLATES • • GRJP : • • • 6: TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 Vert(LL) n/a n/a 999 41T20 • ?44 1,90 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) n/a n/a 999 so** • • • • • • • 6 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a • 6 • • • 00000 s(Jeight: �j 0% BCDL 10.0 Code FRC2014ITP12007 (Matrix) • 1�Ib • = LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD • Structural wood sheathing dirE:try a&)!4 or 4-8-8 oc puritins, except end vdit�als. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied ol•10-0-0 ovbracing. • • • • • • 9 • WEBS 2x4 SP No.2 MiTek recommends that StaWlizers Wd require s a ing be installed durYtg truss erection in accordancei ith *abdizer Installation guide. .0-60000 REACTIONS. (Ib/size) 1=199/4-8-8 (min. 0-1-8),3=19914-8-8 (min. 0-1-8) 6 • • 000000 • • Max Horz 1=62(LC 4) 9 • • Max Upliftl=-62(LC 4), 3=-80(LC 4) Max Grav1=291(LC 12), 3=291 (LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 3. 5) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound , J fa=} tr.- P F. Consultin; 1-7—:1Q,o -ers 13901 S.W. 108 Ave. Miarni, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspect rT I !(,ri; No. 636 Job Truss Truss Type Oty Ply Add.. Luis & Carrie Reynoso (JI) 10302 MV3 Valley 1 1 - 2x4 14 • • • 0000 0000011111' Job Reference (optional) DECO TRUSS COMPANY INC., Princeton, FL 33032 Run: 7.610 s Jan 29 2015 Print: 1.51U s Jan 29 2U15 Mi i eK Industries, Inc. i ue Oct z4 14:22:w 2U17 rage i I D:kgAg55u EB7wka5r4vwavWvyTosd-GUQabapAmvOo4zClf?NsVdOKLJxwGDzDPaC4VAyQBWh 3-16-0 3-10-0 2x4 II 2x4 II 1 2 Scale = 1:9.7 T1 9••• W1 2x411 W1 2x4 14 • • • 0000 0000011111' 81 Scale = 1:9.7 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=195/3-10-0 (min. 0-1-8),3=195/3-10-0 (min. 0-1-8) Max Uplift4=-69(LC 4), 3=-69(LC 4) Max Grav4=289(LC 12), 3=289(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. BRACING- • TOP CHORD Structural wood sheathing dir4liy�adpto or 3-10-0 oc Arlins, except end t:icals. BOT CHORD Rigid ceiling directly applied or910-0-0 oabracing. • • so**** MiTek recommends that StaWlizers qtd require ng be installed durlrtg truss erection in accordancetwith Ztabdizer Insta lation uide. sea •• • 6• • 0 • • • 0• • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=1 51t; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Pviahmo:trtid a ; ;r,, i' f Consulting Lwnneers 13901 S. W, J8 Avf!. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida ProfF�ssional Engineering License No, 3692; Special Inst- - 1c;r , ,,::,, No 636 9••• 2x411 2x4 14 • • • 0000 0000011111' 0- 0 3100 •060.9 — • b-13-2-0 -- • • 0000.• • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d• • • •PLATES • • GIR• • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.23 Vert(LL) n/a n/a 999 &1T20 • 624 li O TCDL 15.0 Lumber DOL 1.33 BC 0.37 Vert(TL) n/a n/a 999 of** • • • • 6.9 e BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a •: • • Veight: • %= 6% • • so*** BCDL 10.0 Code FRC2014rrPI2007 (Matrix) 1:Ib • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 4=195/3-10-0 (min. 0-1-8),3=195/3-10-0 (min. 0-1-8) Max Uplift4=-69(LC 4), 3=-69(LC 4) Max Grav4=289(LC 12), 3=289(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. BRACING- • TOP CHORD Structural wood sheathing dir4liy�adpto or 3-10-0 oc Arlins, except end t:icals. BOT CHORD Rigid ceiling directly applied or910-0-0 oabracing. • • so**** MiTek recommends that StaWlizers qtd require ng be installed durlrtg truss erection in accordancetwith Ztabdizer Insta lation uide. sea •• • 6• • 0 • • • 0• • NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=1 51t; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Pviahmo:trtid a ; ;r,, i' f Consulting Lwnneers 13901 S. W, J8 Avf!. Miami, Florida 33176 Phone 305-253-2428 Fax 305-2354248 Florida ProfF�ssional Engineering License No, 3692; Special Inst- - 1c;r , ,,::,, No 636 Job Truss Truss Type Cry Ply Add.: Luis & Carrie Reynoso (JI) 10302 MV2 VALLEY 1 1 000000 •• • 0 • Job Reference (optional) UtUU I NU55 UUMPANY INU, Princeton, FL 33W2 /.ti Job Truss Truss Type Qty PlyAdd.: Luis & Carrie Reynoso (JI) 10302 MV1 Valley 1 1 W1 2x411 699.9• :•••9• 0 9 Job Reference (optional) �UcUU ircuoo wJ rr INT ux�., rnncewn, rL —Z wi i i m io ru . iu � 1— 1 � 1. 11 --1 ----111- _1-1 I— . l .1. I D:kgAg55uEB7wka5r4vwavWvyTosd-GUQabapAmvOo4zCIf? NsVdON HJ_VGDzDPaC4VAyQBWh 1-10-0 1-10-0 2x4 II 0 ■ 2x4 II 1-1 T1 3 •99• • • • • • • • 6666 6666•• W1 W1 2x411 699.9• :•••9• 0 9 • • 404.6••• ff81 • Scale =1:9.8 4 5 3 •99• • • • • • • • 6666 6666•• 2x411 2x411 699.9• :•••9• 0 9 • • 404.6••• • 0-20 1-2-0 0• • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d •• 6 • 9 RTES gRIP 6666• • 6 TCLL 30.0 ' Plate Grip DOL 1.33 TC 0.04 Vert(LL) n/a n/a 9996 1,• • • 6 MTDO � 00000 TCDL 15.0 Lumber DOL 1.33 BC 0.14 Vert(TL) n/a n/a 999 • 6 000* •••••• BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a 000*.* • BCDL 10.0 Code FRC2014/TPI2007 (Matrix) M/aght: 8 Ib f}r = o% • LUMBER- BRACING- • • • **see* 09.9•• TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directlt appliEd w 1-10-0 oc purlins, except erld vertical. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-ff6oc Mating. • • • • • 6 6 6 • WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cr V b c�rRj be installed du n truss erection in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 4=85/1-10-0 (min. 0-1-8),3=8511-10-0 (min. 0-1-8) Max Uplift4=-30(LC 4), 3=-30(LC 4) Max Grav4=239(LC 12), 3=239(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph, HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C -C Extedor(2) zone; cantilever left exposed ;C -C for members and forces & MVVFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 6) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahrnoalt l - Consulting Lnein-ers. 13901 S. W, 1 8 Aw- Miami, Florida 33176 Phone 305-253-2428 Fax 395-235-4248 Florida Professional Engine—: rig License No. 36921 Special Inspe-nr l ,:.r.... r > r r Job Truss Truss Type Qty PlyAdd.: Luis & Carrie Reynoso (JI) 10302 V8 Valley 1 1 ' 1x411 66. 66• zxa 1. •6.99 •• Job Reference (optional) .Cuu i nuao r -v ., rnnuerun, 11 oowc nu, ,.,. �'male;''i..'ii,i..'.',..''d"''s''L',.."' — .--.... .-B,-. I D:kgAg55uEB7wka5r4vwavWvyTosd-DsXL?GgQI WeVJGMhnO PKa26gc6eyk7sUVtuhAZ3yQBWf 4x4 = Scale = 1:8.8 2 3 2.4 II NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except ilt=lb) 4=155. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahnuwlr9 t'(. ra Consuiong Er. ,j- 13961 s.w 139615.w ;lit, Al. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspectc: —, , e; 7t,, 6 5 7 ••6. . 6"0006669•. 2x4, 1x411 66. 66• zxa 1. •6.99 •• • *0*600 • 6.6.66 -6-0 208-20 4-0-0 4-9-6 .....: 0 8-0 3-4-0 • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d •• • 6 6 pIATES GRIP •:411" ....• • TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) n/a n/a 999 • MT20 • *000* TCDL 15.0 Lumber DOL 1.33 BC 0.27 Vert(TL) n/a n/a 999 00 • • • • 9 • 64666* BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 n/a n/a 000909 • BCDL 10.0 Code FRC2014/rP12007 (Matrix) dNel@ht: 15 Ib W = 0 % • LUMBER- BRACING-• 00000* TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyappli.d qr 4-9-8 odPpurfins, except en4verticals4 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-11oc becing. • • • • • • 9 • WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required c ss bracing be insta ed during truss erection in accordance with Stabilizer Installation uid2. REACTIONS. (Ib/size) 1=158/4-9-8 (min. 0-1-8), 4=7/4-9-8 (min. 0-1-8),5=234/4-9-8 (min. 0-1-8) Max Hoa 1=44(LC 6) Max Uplift l=-56(LC 4), 4=155(LC 15), 5=-52(LC 4) Max Gravl=268(LC 17), 4=188(LC 19), 5=398(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except ilt=lb) 4=155. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahnuwlr9 t'(. ra Consuiong Er. ,j- 13961 s.w 139615.w ;lit, Al. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921 Special Inspectc: —, , e; 7t,, 10302 V4 IVALLEY Princeton, FL 33032 2-0-0 2-0-0 3.50 F12 2 1 r 2x4 4 1 1 1 ItOU s Jan 29 2U1 ID:kgAg55uEB7wka5r4vwavWvyTosd-CQuAg 4-0-0 — -2-0-0 c. Tue Oct 24 12:. e8veJ4cBLQW1 Scale = 1:7.4 LOADING (psf) •000 2-0-0 CSI. • (loc) I/defl L/d • 9.6 2x4 Z-• • • 0000 0000•• • ♦ 1.33 TC 0.09 0000•• +••♦•• • • • TCDL 15.0 •••!♦• 0000•• BC 0.24 Vert(TL) n/a 0000 •! � � •••♦•• BCU- 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d • • • 4lATES (pRIP• • • • TCLL 30.0 Plate Grip DOL 1.33 TC 0.09 Vert(LL) n/a n/a 999 • • MTto 444H SO ♦ *0000 TCDL 15.0 Lumber DOL 1.33 BC 0.24 Vert(TL) n/a n/a 999 • • • + 60906* BCU- 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a • • + • • 'T • BCDL 10.0 Code FRC2014/TP12007 (Matrix) • "ght: 8 Ib = 0% • LUMBER- BRACING- TOP CHORD • 00.00 • • • Structural sheathing directlygpfled br 4-0-0 oc 0000•• • • TOP CHORD 1-1/2x2-1/2 SP No.2 wood purlins. • • • • • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-6 oc bracing. • • • MiTek recommends that Stabilizers and required cro�sbra�i g be installed during truss erection in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=110/4-0-0 (min. 0-1-8),3=110/4-0-0 (min. 0-1-8) Max Hort 1=7(LC 6) Max Uplift 1 =-35(LC 4), 3=-35(LC 5) Max Grav1=250(LC 16), 3=250(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; HVHZ, TCDL=5.Opsf; BCDL=5.Opsf; h=15ft, Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C -C Exterior(2) zone; cantilever left exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 1 and 35 Ib uplift at joint 3. 6) Following joints to be plated by qualified designer: Joint(s) 2, not plated. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mahmound Zclfaghari, P.E Consulting Engineers 13901 S.W. 108 Ave. Miami, Florida 33176 Phone 305-253-2428 Fax 305-235-4248 Florida Professional Engineering License No. 36921, Special Inspector t icer;s. STANDARD LATERAL WEB BRACING LIYV VI\H.IIYV IYI LIYI, SHALL BE CONNECTED TO A FIXED RIGID POINT OR X—BRACED AS NOTED ON THIS DETAIL. 2x4 LATERAL BRACE PER TRUSS DESIGN WITH 2-10d NAILS PER WEB FOR FORCES UP TO 4600 tbs. FORCES IN EXCESS OF 4600 Ibs. REQUIRES 2x6 #3 OR BETTER. NOTE: PROVIDE X—BRACING AT 20'-0" INTERVALS FOR WEB FORCES UP TO 2509 Ibs. AND AT 10'-0" FOR FORCE GREATER THAN 2509 tbs. LATERAL BRACIN • •••Y•• !••••• • • A':= E TA'lL • •• a ALT. LATERAL BRACING DETAIL •• • •++•+• 10d ® 6" 0. C. TYP. T—BRACE SAME SIZE TRUSSES @ 24" AND GRADE AS WEB. 0. C. TYP. WEB (2x6 MAX.) E WITH i @6" WEB SECTION DETAIL NOTE: BRACE MUST BE 80% THE LEHGTH OF THE WEB. THIS DETAIL IS TO BE USED AS AN ALTERNATE FOR CONTINUOUS LATERAL BRACING. MINIMUM GRADE OF LUMBER TPI -2007 T.0 ...... SEE STRUCTURAL SHEET. Revised: B.0 ...... SEE STRUCTURAL SHEET. 7/7/94 WEBS...SEE STRUCTURAL SHEET. 03/2012 LOADING (PLF) STR. INCR.: 33% L. D. DRAWN BY: G.L.H. T. C. 30 15 CHECKED BY: J.A.I. B. C. 0 10 REP. STRESS: YES SPACING: 24 INCH 0 C. liEll Ll L_ MITek Industries Inc. Mahmoud Zolfoghori 13901 S.W. 108 Ave. Miomi, FL. 33176 305-253-2428 P.E. No. 36921 roved for MITek Industries Inc. STANDARD PIGGY-BACK CONNECTION DETAIL PLYWOOD GUSSETS OR NAIL—ON—PLATE (TYP.) ON EACH SIDE OF EACH MEMBER. PIGGY—BACK TRUSS (SEE NOTES BELOW). CONTINUOUS LATERAL BRACE. (TYP.) SUPPORTING TRUSS 771 • • • • • •••••• • NOTES- • • •• r (1) Refer to separate piggyback and base truss engineering for truss configuration plating, lumber grades, bracing, etc. (2) Use 2x4 continuous bracing at 2'-0" o.c. connected to top chord of supporting truss w/2-16d nails and to bottom chord of piggyback w/2-16d nails. Bracing to be fled to fixed point at each end. (3) Use 3x8, 20 gage nail—on—plates w/10-1 1/2" long, 11 gage nails, 5 nails in each chord, or 1/2"xCx8" ext. type plywood gussets on each face, or 4'-0" o.c. nailed w/12-8d nails on each face. (6 nails in each chord) (4) This drawing applies to trusses spaced at 24" o.c. (5) All N.O.P. or plywood will apply on each face of each truss. (6) This design is valid for wind speeds up to 175 M.P.H. (7) This design shows only required bracing for individual piggyback. For permanent and temporary bracing, which is always required, consult the building Engineer or Architect. Refer to Truss Plate Institute publication "HIB-91 Summary Sheet" for other important installation and bracing notes. MINIMUM GRADE OF LUMBER Mahmoud Zolfoahari T.0 SEE STRUCTURAL SHEET. 13901 S.W. 108 Ave.Miami, ...... TPI-2007 FL. 33176 B.0...... SEE STRUCTURAL SHEET. 305-253-2428 WEBS... SEE STRUCTURAL SHEET. DECO TRUSS COMPANY P.E. No. 36921 13980 S.W. 252 ST. PRINCETON, FL. 33032 LOADING (PLF) STIR. INCR.: 339 L. D. DRAWN BY: T. C. 3015 CHECKED BY: B.C. 0 10 SPACING: 24 INCH 0 C. REP. STRESS: YES REV.: 06-2009 STANDARD ROOF VALLEY DETAIL SUPPORTING VALLEY VALLEY TRUSSES TRUSSES AREA PARTIAL ROOF LAYOUT STRAP @ 48" O.C. SEE NOTE (c) BELOW. 3x5 SEE NOTE (a). SUPPORTING TRUSSES @ 2'-0" O.C. MAX. 0000 • 0007 • • • • • • • • • • • • • • 0 •0000• • • 069.6• • NOTES: • 0.00• • • (a) Provide continuous brocr-rg•on vefticos- 0••0• over 6'-3". Connect brtj Qlit�to jert4(%Is ••s•• w/2 -8d nails and bracing' must bV"Ied to*"*: point at each ende-V: • (b) Zfixed . spacing for verticals studs A8:�0'. 0•000 On trusses with spans: Q0r:24'-0''� the • ��••• verticals should be spaced of 6'' ja;'•�1.c.. max. (c) Conn. for wind uplift w/ min. 1 1/4", 16 go. twist strop at 4'-0" intervals w/4 10d nails each side of strap. Max. 175 mph wind speed 20'-0" max. wall height. (ASCE 7-10). 12 VALLEY TRUSSES AT oiTru o' — n" n r NAAV 6" WEDGE NAILED TO TRUSS W/2 -8d TOE NAILS OR BEVEL CUT BOTTOM CHORD OF VALLEY TRUSS. MINIMUM GRADE OF LUMBER REFER TO ENGINEERING SHEETS. LOADING (PLF) L. D. T. C. 30 15 B. C. 0 10 SPACING: 24 INCH 0/ FBC-2010 STIR INCR.: 33% DRAWN BY: CHECKED BY: REP. STRESS: YES DECO TRUSS COMPANY 13980 S.W. 252 ST. PRINCETON, FL. 33032 Note: Plywood sheothing may be extended below volley trusses. Provide opening for straps to connect to trusses below. Mahmoud Zolfoahori 13901 S.W. 108J Ave. Miami, FL. 33176 305-253-2428 P.E. No. 36921 � ''�� ALL• _. M. �? TRUSS COMPANY, INC. Trusses & Bui I di ng M ateri a1 s 13980 SW 252 Street, Princeton, Florida 33032 Telephone: (305) 257-1910 Fax: (305) 257-1911 HIP / JACK HANGER DETAIL SHEET 1. FOR HIP CORNER JACK 5'-0" AND T-0" SETBACK, USE USP HJU26'. • • • • • UNIVERSAL HIP HANGER, ON BOTTOM CHORD. TOP CHORD�)�.AT WI1"•�• THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE Q.M. FOR HIP CORNER JACK 9'-0" AND 11'-0" SETBACK, USE USP HMIS • • UNIVERSAL HIP HANGER ON BOTTOM CHORD. TOP CHORD MAT WI�'I L THREE (3) —16D NAILS AND USE USP RT8A (LIR) HURRICANE C.L IE. 2. FOR 1'-0" TO 9'-0" SIDE JACKS, NAIL TOP & BOTTOM CHORD.WIT41 TH1tVr (3) —16D NAILS AND USE USP RT8A (L1R) HURRICANE CLIP AT*TOP & .. •. BOTTOM. 09 0 3. FOR COMMON JACKS 5'-0" TO T-0", USE USP JUS26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP 4. FOR COMMON JACKS 9'-0" TO 11'-0", USE USP THD 26 HANGER ON BOTTOM CHORD AND NAIL TOP CHORD WITH THREE (3) —16D NAILS AND USE USP RT8A (L/R) HURRICANE CLIP AT TOP NOTE: Refer to attached Florida Approvals For nailinLy and Droner use of hanLyers. Hanger/ Strap I.D. Number State of Florida Approval Number HJC26 & HJC28 Florida Approval Number FL17236-R1 SKH26 UR Florida Approval Number FL17243-R1 RT8A — Hurricane Clips Florida Approval Number FL 17236.11 JUS 26 Florida Approval Number FL17232.13 THD 26 Florida Approval Number FL17232 Code Evaluation Information Code Evaluations Most structural products shown in this catalog are listed in a current code evaluation report from the code evaluation agencies listed to the right. The load values shown in this catalog were current at the time of printing but we are continually improving our products through better engineering design and development so some of the evaluation reports may have been updated with better load values after the catalog was printed. In a few cases, we have submitted a formal independent test report from an approved lab to the code evaluation agency and are awaiting on an evaluation report. We recommend visiting our web site: USPconnectors.com/code-reports or, the specified code evaluation agency's web site, shown below, to obtain the latest load values from the most current evaluation report. Some code jurisdictions may require additional load reductions and/or use limitations for some products listed in this catalog. In those cases, the products may not be approved or may need further review for approval. We recommend contacting the code jurisdiction having authority for your project to confirm they accept the evaluation reports shown to the right, or contact our Engineering Department for further assistance. Code Watch "Code Watch" items are included to highlight relevant sections of the 2012 IBC and 2012 IRC building codes that discuss the use of products contained in this catalog. L We strongly encourage you to consult with Y a qualified design professional to review the exact requirements of the relevant code references for your project. 0 © Please note that not all code sections relating to the use of all products in this catalog are included. In addition, some states and local municipalities may have adopted amendments to the referenced code section. Code references are for the 2012 International Residential Code (IRC) and 2012 International Building Code (IBC). Code Reference Key Chart Code Agency Approval Listing Code Ref. IC��ESR ESR -2266 1 ESR -3444 2 ESR -1678 3 ESR -1702 4 ESR -3445 5 ESR -3446 6 ESR -1970 7 ESR -3447 8 ESR -2685 9 -3448 10 ESR -3449 11 ESR -2761 12 ESR -2787 13 ESR -3455 14 ESR -3456 15 ESR -2089 16 ESR -2362 17 ESR -2526 19 ESR -3768 20 ESR -3847 21 ESR -3754 22 IAPM0-UES ER ER -0200 30 ER -0201 31 ER -0311 32 ER -0473 33 LAtiDB S LA City - City of Los Angeles, California RR 25993 R1 RR 26017 R2 RR 25992 R3 RR 25991 R4 RR 25843 R5 RR 25759 R6 RR 25753 R7 RR 25976 R8 RR 25745 R9 RR 25972 R10 RR 25971 R11 RR 25749 R12 RR 25779 R13 RR 25836 R14 RR 25850 R15 RR 25954 R16 RR 26048 R17 00-usp STRUCTURAL CONNECTORS MTek Code ---F-pprova Agency Listing Code Ref. • • 7- .: • •' ; State bt . • • • Florir)a.... • Prodtkct ' Appro"% • • • • . • • • • • FL17241 F1 FL17232 F2 FL17243 F3 FL17240 F4 FL17236 F5 FL17239 F6 FL17244 F7 FL17245 F8 FL576 • F9 FOV47 F10 FL1 X48 F11• FL17249• F1 FL133�2i • • F14' FL11325 • F15 FLOW, •' F16 FL17699• F17 FL24V2,:. F1$ FL10739 F1 FL1247• • •' F22 FL2033 F23 FL5631 F25 FL6223 F26 FL17229 F28 FL17231 F29 FL17219 F31 FL17227 F32 FL17230 F33 FL17246 F35 Prescriptive Code -- 100 Pending for Code Evaluation Contact us for test data 110 No Load Capacity -- 120 No Code Listing Contact us for test data 130 New products or updated product information are designated in blue font. Code Evaluation Agency websites ICC -ES — ESR reports: http://www.icc-es.org/Evaluation—Reports IAPM0 Uniform ES — ER reports: www.iapmoes.org/Evaluation Reports City of Los Angeles — LARR reports: http://nebnfo.ladbs.org/rreports.nsf State of Florida — Product Approvals: wwwfloririnhiii1dinn nrn/nr Plated Truss HHC / HJC / HJHC / HTHJ Hip/Jack Connectors HHC — Designed to support hip/hip truss/rafter. Contact USP when using in multi -ply applications. HJHC — Allows for hip/hip support and hip/jack/hip installations. HJC & HTHJ — Used to simultaneously hang a combination of hips and jacks off girder trusses. These hangers fit both left-hand and right-hand applications. An open back design allows for retrofit installations. Materials: HHC, HJC, & HJHC —12 gauge, HTHJ —18 gauge Finish: G90 galvanizing Options: See Specialty Options Chart Codes: Seepage 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. R 45° r rj E 45° Typical HJC/HTHJ installation top view 1-3/4" r✓t Hc B �/ 0�3-1/4" HJC H, 5-7/8" HTHJ Typical HJC/HTHJ installation ,v 45° _'.I.F_ 45° Typical HHC installation top view �1-7/8" i�/ o e" �• *3-1/4" HHC 804-usp STRUCTURAL CONNECTORS MTek • . 000• •••••• ••0••• 0:2 • •••••i - , • Q. �r•►�- :0.00., .... l� • .. . 0000 • •• •••••y • • ••••••0 • •• 00000 , • • • • •• •♦ 00--o ••• .d••••• 0000•• 45°1 1 45°' • • Typical HJHC • • • • •0000• • jnstallation top view: .... 00 0 so 00 �1-3/4I" 10" 3-1/4" HJHC HJC Specialty Options Chart Option Hip Truss Skew Range 30'to 60' Allowable Loads 100% of table load Add SK, angle of hip Ordering required, to product number. Ex. HJC26—SK55 ®�--Specify angle, . �74 (60" max) _\� .r— Typical HJC (skewed) installation with attarnato cleaw anala tnn wipw 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" H I �3-1/4" -- 8"max. width HJC (skewed) Fastener Schedule' OF/SP S -P -F Allowable Loads (Lbs )2 Allowable Loads (Lbs.)2 Member supporting Member per .per Floor Floor Fkar RaT1160% USP Steel H t6p Code Qty Type Qty Description Stock No. Ref. Na 6a in Qly Type 100%= 100% 115% Ref. 2 x 6 right / left HJC26 LTHJA26,, THJA26, 1 12 5-3/8 I I I 16 16d 5 i 1 j 7 10d I j 2385 2740 2980 1840 2180 2510 2725 1955 1 10 i R8 THJU26Ai _ F5 2 x 8 right / left HJC28 12 7-1/8 20 16d 6 8 ' 10d 2980 3425 3505: 1840 2725 2855 2855 1965 2 x6 terminal HHC26 LTM'�6'6125-7/16 20 16d 5 -- 10d 3100 -3505 3505 2130 2725 2800 2800 1870THJA262x8terminal HHC28 — 7-3/16 24 16d 6 10d 3505 3505 3505 2410 2805 2805 2805 1930 130 2x6terminal HJHC26 1 12 5-7/16 20 16d 5 2 10d 3100 3505 3505 2.410 2725 2815 2815 1935 2 x 8 terminal HJHC28 _ 12 7-3/16 24 16d 6 1 2 10d 3505 3505 3505 2410 i 2820 2820 2820 1 1940 10F5 8' 2 x 6 terminal HTHJ26-18 -- 18 5 1 16d 7 5 16d 2190 2520 2740 1790 1920 2110 2110 1225 116 ` i HJC Specialty Options Chart Option Hip Truss Skew Range 30'to 60' Allowable Loads 100% of table load Add SK, angle of hip Ordering required, to product number. Ex. HJC26—SK55 ®�--Specify angle, . �74 (60" max) _\� .r— Typical HJC (skewed) installation with attarnato cleaw anala tnn wipw 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) Loading published for total load of hip / jack connection. 3) NAILS: 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. 1-3/4" H I �3-1/4" -- 8"max. width HJC (skewed) Hangers SKH / SKHH Skewed 450 Hangers I— Typical SKH26L installation left skew W SKHH210L left skew CUSP STRUCTURAL CONNECTORS MTek AVAILABLE IN f " COAT ? ' r SKHH21 OL -2 left skew 1) Uplift bads have been increased 60% for wind and seismic bads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-1/2"". 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. 0-1/2" long. ®Stainless Steel C.3 Gold COSI 'Miter cut required on end of joist to achieve design loads: M Stainless Tr eel 793 Fastener Schedule= DF/SP S -P -F Dimensions (n) • • Header ,bast Allowable Loads (Lbs.) Albwable Loads tL6s.)• e • BeamdJolst USP Floor Root Up"11 Fba 042 POW o Code t — Size Stack No. Rei. No. Ga. IN H D Oty Type Qty Type 10096 11s% 125% 160% 100% 115% 125% 1 Ref. 2 x 4 _ SKH24LIR I SUWL2416 1-9/16 1 3-1/4 I 1-7/8 J 4 1 16d ; 4 10d x 1-1/2 5101 510 1 5101 565 39e nj•595 40 6, R11, 2x6-8 SKH26L/R SUS RIL26 16 1-9/16 5-1/4 1-7/8 6 16d 6 ! 10dx1-1/2 830 890 890 1 1085 70b #0/•W00 980 F3 __ — SKHH26L1R 14 1-5/8 5-1/8 3-1/4 18 t 16d 12 10d 1-1/2 1850 19M 1980 885 1555 1555 130 8-12 SKH28L/H __ 16 1-9/16 7-1/4 1-7/8 10 16d 8 10d x 1-1/2 1380 1465 1465 1360 11(! 1160 0160 10K6•R11,F3 2 x _ SKHH28L/R ! 14 1-5/8 7 3-114 26 16d 16 10d x1-12 2465 2780 2790 1260 2115 M 2200 • 130 SKH21OL/R _ SURIL210, SURIL214 —i 16 j 1-9/16 9-1/4 1-7/8 14 16d 10 10d 1-1/2 1790 1790 1790 1565 • • • • 1425! 1d25� 6425 • • 6, R11, 1241 • 1 • 2 x 10-14 I — , _ _ �_ • i i 1e •— F3 SKHH21OUR { — 14 1-5/8 9 4-1/4 34 16d 20 10d x 1-12 2935 2935 2935 1520 2339.281, 61330 1210 • 130 1 1-3/4 x • • • 9-1/4 -14 SKH7720L/R SUR/L1.81/9 16 1-13/16 9-1/8 1-7/8 14 10d 10 10d 1-12 1625 1870 2030 1565 1430 1645 1730 • '1246 . • • • • 1-3/4 x SKH7724LIR SUR/L1:81/11, 16 1-13/16 11-1/8 1-7/8 16 10d 10 YOdx1-12 1855 2135 2320 1565 1635*1880 l04D 1245s 0 + 11-1/4 -18 SUR/1-1.81/14• • { • 2 - 2-1/8 x { SKH2O20UR SURI1-2.06/91 16 2-1/8 9 1-7181 141 10d 10 10d 1-12 ' 1625 1870 2030 1565 1430 1645 1715 1235 j 9-1/4-14 SUR/L2.1/9 2-2-1/8x SKH2O24UR SUR/L2.06/11, { 16 i 2-1/8 11 1-7/81 16 10d 1 10 tOdx1-1211855 2135 23201 1565 1635 1880 2040 12351 11-1/4-18 SUR/L2.1/11 { 2-1/4 - 2-5/16 x SKH232OL/R SUR/L2.37/9 16 2-3/8 8-7/8 1-7/8 1410d 10 10d x 1-1/2 1625 1870 2030 1565 1430 1645 1715 12351 9-1/4-14 11 2-1/4 - 2-5/16 x SURIL2.37A 1. 11-1/4-18 SKH2324L/R SUR/12.37/14 16 2-3/8 10-7/8 1-7/8 16 1 dd 10 10d x 1-12 1855 2135 2320 1565 1635 1880 2040 1235 1 6, 3x 6-8 SKH36L/R 16 . 2-9/16 { 4-3/4 1-3/8 6 16d 6 10d x1-12 830 950 1025 1085 725 830 830 980 R11, 3x 8-12 SKH38UR 16 2-9/16 6-3/4 1 1-3/8 10 16d 8 10d x1-12 1380 1585 1585 1360 1210 1255 1255 1240 I F3 3x10-14 SKH31OUR 16 2-9/16 8-3/4 1-3/8 14 16d 10 10d x1-1/2 .1930 2220 2250 1565 1780 2(145 2090 1245 1 3 x 12 -14 -16 SKH312L/R 16 2-9/16 10-3/4 1-3/8 16 16d 101 10d x 1-12 2210 2500 2500 1565 2035 2190 2190 1245 { 1 2-12 x SKH2520L/R SUR/L2.56/9 16 2-9/16 8-5/8 1-7/8 14 10d 10 10d x 1-12 1625 1870 2030 1565 1430 1645 1705 12300 9-1/4-14 # 2-1/2 x SURIL2.56/11, 1 11-1/4-16 SKH2524VR SUR/L2.56/14 16 2-9/16 10--314 1-7/8 16 10d 10 10d x1-12 1855 2135 2320 1565 1635 1880 2040 1230 � { 2-5/89-1/4-14 59-1/4-14 ! _ SKH262OUR ? — — 16 2-11/16 8-11/16. 1-7/8 14 10d 10 10d x 1-12 1625 1870, 2030 1565 1430 1645 1705 , 12'30 2-5/8x1/4 SKH2624L/R — 16 2-11/16 10-11/16 1-7/8 16 10d 10 1-1/2 1855( 2135 2320 1565 1635 1880 2040 12301 i 16 110dx SKH26l/R-2 • SURI 26-2 16 3-1/16 4-12 1-3B 6 16d 6. 10d 830 950 1035! 1115 725 635 80 980 (2) 2 x 6-8 SKHH26UR-2 HSUR/1-26-2 14 3-1/16 1 5-1/4 2 12 Y6d 4 16d x 2-12 SKHH26L/R-21F HSUR/LC26-2 14 3-1/16 5-1/4 2 12 Y6d 4 16d 2-1/21&50 2040 2040 885 1495 1495' 1495 650 130 (2)2x 8-12 SKH28L/R-2 ' 16 3-1/16 6-1/2 1-3/8 10 16d 8 10d 1380 1585 1725 1360 1210 1395 1515 1065 6, SKH21OUR-2 ' SURIL210-2 16 3-1/16 8-1/2 1-3/8 14 16d 10 10d 1930` 2220 i, 2415 1565 1695 1950 2120 1235 R11,F3 (2)2x 10-14 SKHH210L/R-2 HSURIL210-2, HSUR/1.214-2 14 3-1/16 8-12 2 20 "16d 6 16d x2-12 1695 - SKHH210UR-21F HSURILC210-2 14 3-1/16 8-12 2 201 16d I 6 16d x 2-12 3080 3475 3695 2280 2580 2745 2745 a 130 (2)2x12-16 SKH212L/R-2 ' SURIL214-2 16 3-1/16 10-12 1-3/8 16 16d 10 10d _ 22 2575 2800 1565 1940 2230 24� 1235 3-12 x8-14 SKH41OUR ' SUR/L410 14 3-9/16 1 8-12 2-12 16 16d 10 16d 22551 2540 2540 1565 1995 2290 2400 1215 6, 3-1/2x12-18 SKH414L/R • SURIL414 14 3-9/16 1 12-12 2-12 22 16d 10 16d 3100 3565 3880 1565 2740 3150 3425 1215 R11, SKH46L/R ` SURIL46 14 3-9116 4-3/4 2-12 10 16d 6 16d 1410 1590 1590 1355 1225 1225 1225 1050 F3 4x6-8 SKHH46L/R HSURIL46 14 3-9/16 5-1/4 2-12 12 16d 6 16d _ {1� 1850 2040 2040 885 1490 1490 1490 650 130 SKHH46L/RIF HSUR/LC46 14 3-9/16 5-1/4 2-12 12 166 6 t6d 1 SKH410UR ' SUR/L410 14 3-9/16 8-12 2-12 16 16d 10 16d 2255 2540 2540 1565 1995 2290 2400 1215 1 _�_ — 16 1119 4x10-14 SKHH41OUR HSURIL410 14 3-9/16 8-12 2-1/21 20 16d 10 16d SKHH410URIF 3080 3475 36951 2280 2580 2735 2735 1690 — i 130 HSUR/LC410 14 3-9/16 8-1 2- 2-12 20 16d 10 t6d _ SKH414L/R ' SUR/L414 14 3-9/16 12-12 2-1/21 221 16d 10 16d 3100 3565 3880 1565 2740 3150 3425 1215 j}6.R11,F3 4x 14-18 SKHH414L/R HSUR/L414 14 3-9/16 12-12 2-1/21 -26 16d 10 t6d SKHH414L/RIF HsuR/LC414 14 39/16 12-12 .2-12 26 16d 10 16d i 40051 4515 4650 2280 352(1 3740 3740 1835 130 1) Uplift bads have been increased 60% for wind and seismic bads; no further increase shall be permitted. Corrosion Finish 2) NAILS: 10d x 1-1/2 nails are 0.148" dia. x 1-1/2"". 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. 0-1/2" long. ®Stainless Steel C.3 Gold COSI 'Miter cut required on end of joist to achieve design loads: M Stainless Tr eel 793 Truss & Rafter HC / HCPRS / HHCP / LFTA / RT Rafter Ties Installation: • Use all specified fasteners. See Product Notes, page 17. • To achieve full allowable loads listed, fasteners must be installed as prescribed in the chart. • Depending on pitch, birdsmouth notching may be required with some models to enable installers to fill all nail holes. • Designer shall determine if solid blocking is required. • LFTA6, RT4, RT5, and RT7 ship in equal quantities of left and right versions. Left version images shown. S USP” STRUCTURAL CONNECTORS Wok 1) Allowable bads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) LFrA6: To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral F1 and F2 bad directions do not apply to roof truss -to -tap plate installations. 3) 8d common nails may be substituted for 8d x 1-1/2 nails, and 1 O common nails may be substituted for 1 Od x 1-1/2 nails. 4) NAILS: 8d x 1-1/2" nails are 0.131 " dia. x 1-1/2" long, 8d nails are 0.131" dia. x2-1/2" long, 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue tont. f r , l 1 ( s Typical RMA truss/rafter to plate installation j Typical RT4 truss/rafter to plate installation Uplift Fl A F2 Typical RT5 truss/rafter to double plate installation oar„n;•- 4,nn0,lp� Uplift Ft F22 �. � Typical RT7A Typical MAT truss/rafter to 2x4 bottom chord rdnrrhlp nlatp inctallatinn inctallatinn r- CF[�i Typical RT6 truss/rafter to plate installation - �!1 4_, G Typical RISA stud to double plate inctallatinn Typical RT10 truss/rafter to double plate to chid inctallatinn Corrosion Finish ■ Stainless Steel t2 Gold Coat M HDG E Triple Zinc Typical RT7 truss/rafter to double plate installation Typical RT15 truss/rafter to rinrrhlp ndatp inctallatinn a� DF/SP S -P -F Fastener Schedule Allowable Loads (Lbs.)' Allowable Loads (Lbs.)1 Lateral Uplift with Lateral UppK With c Trutwyl Plate Stud Bd 8d x 1-1/2' m USP Steel Uplift F1 F2 �1-1/2* Uplift fl F2 P M code Stock No. Ref. No., Gauge QtyType Qly Type 160% 160% 160% 760X tso% 160% 160% 8 E Ref. RMA 1 H3 18 14 8d 4 I 8d — 610 190 1 190 1 610 525 1 160 1 160 t 5250'4 RT4 H4 _ 18 4 8d 4 8d -- — 410 215 215 410 345 80 • RT5 H5 18 4 8d 4 i 8d 540 265 265 540 450 t(• 229 I 450 RT6 HS24 18 8 10d x 1-1/2 6 10d x 1-1/2 — — 665 800 800 665 560 676* �67 R88,25 , RT7 18 5 8d 5 8d 585 195 195 585 495 �b•;� fb� 435 • RT7A H2.5A 18 5 _8d 5 8d 670 210 210 670 565 415.76• • 076 565 • MAT i H2.5T 18 5 8d x 1-1/2 5 1 Sd x 1-1/2 — 555 210 210 555 1 465 Iwo 0 480 • F1� • RIBA H8 18 5 1 Od x 1-1/2 5 10d x 1-1/2 - 775 215 215 775 650 1 0 8d! 6�0 •_ I In RTI 0_ H2, 1-12A 18 6 8d 8 1 8d 6 8d 585 195 195 585 495 160 i 160 495 10� • _RT15 Hl 18 5 8d x 1-1/2 5 8d — 530 500 340 530 445 KR8' • RT16A H10A' 18 9 10d x 1-1/2 8 10d 1380 800 645 1380 1160 ! 670 545 1160 • Mo • H14 •••�•• _ RT16AR� H10AR 18 9 10d x 1-1/2 8 10d 1380 1 800 1 645 1380 1160 70 ia-1 13 • RT16-2 H10-2 18 8 8d 8 8d 1160 655 415 1160 975 550 345 Me • ► 10, R8, HHCP2HCP2 18 10 tOd x 1-1/2 10 10d x 1-1/2 — — 800 370 800 670 •910 • 6 0 • NHCP4-TZ ! HCP4Z 16 8 10d 8 10d — 1100 410 -- — 920 • 130 HC520 GBC 18 11 8d 6 8d 515 470 430 515 .445 405 370 44� • • HCPRS } 18 5 Sd 6 8d 540 500 340 540 455 375 285 455 10, R8, F5 LFTA6 H 16 8 8d 8 8d — 1210 700 90 1210 1015 590 75 1015 14•R9,F7 RT20 76 9 tOd x 1-1/2 P 4 10d 9 i 10d x 1-1/2 1200 t 1200 1005 1005 10, RB, F5 1) Allowable bads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2) LFrA6: To achieve F1 lateral loads, three nails must be installed on each side on the strap located closest to the bend line. Lateral F1 and F2 bad directions do not apply to roof truss -to -tap plate installations. 3) 8d common nails may be substituted for 8d x 1-1/2 nails, and 1 O common nails may be substituted for 1 Od x 1-1/2 nails. 4) NAILS: 8d x 1-1/2" nails are 0.131 " dia. x 1-1/2" long, 8d nails are 0.131" dia. x2-1/2" long, 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long. New products or updated product information are designated in blue tont. f r , l 1 ( s Typical RMA truss/rafter to plate installation j Typical RT4 truss/rafter to plate installation Uplift Fl A F2 Typical RT5 truss/rafter to double plate installation oar„n;•- 4,nn0,lp� Uplift Ft F22 �. � Typical RT7A Typical MAT truss/rafter to 2x4 bottom chord rdnrrhlp nlatp inctallatinn inctallatinn r- CF[�i Typical RT6 truss/rafter to plate installation - �!1 4_, G Typical RISA stud to double plate inctallatinn Typical RT10 truss/rafter to double plate to chid inctallatinn Corrosion Finish ■ Stainless Steel t2 Gold Coat M HDG E Triple Zinc Typical RT7 truss/rafter to double plate installation Typical RT15 truss/rafter to rinrrhlp ndatp inctallatinn Hangers HUS / JUS / MUS Slant Nail Face Mount Joist Hangers The HUS, JUS & MUS hanger series offers double shear nailing. USP's dimple allows for 30' to 45° nailing through the joist into the header resulting in higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing Options: See Chart for Corrosion Finish Options. See HUS Specialty Options Chart. Codes: Seepage 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • Joist nails must be driven at a 30° to 450 angle through the joist or truss into the header to achieve listed loads. Standard length "double shear" nails must be used to achieve listed load values. • JUS & MUS -16d sinkers (0.148" x 3-1/4") may be used where 10d commons are specified with no load reduction. Double shear nail design ' Uses standard features fewer nails and length nails faster installation HUS Specialty Options Chart Refer to Specialty Options pages 228-229 for additional details. Option inverted Flange Not available in Range widths less than 2-1/4". 100% of table load. Allowable 65% of table load when Loads nailing into the support members end grain. Add IF Ordering to product number. Ex. HUS410 IF t Typical HUS4101F inverted flange installation Typical HUS46 installation A HUS28-2 AVAILABLE IN COAT CUSP• STRUCTURAL CONNECTORS M17ek fit:• Typical JUS26 installation A • • • •ir g..; � "Dimple allows •Filly • •3S41to 45- rj i ALU .0000• a /•• J0618.' 00.0.0 .A •00 0 • • I H #, I i j _ D r w MUS .0.000 • • 0000•• 0000•• 0000. 0000• •••••• • • •6.•.• •0060• • . Hangers Face Mount Hanger Charts �USP STRUCTURAL CONNECTORS MTek 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specked. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30' to 45° angle through the joist or truss into the header to achieve the table bads. 4) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel 13Gold Coat CIHDG ETriple Zinc Fastener Schedule' DF/SP Dimensions [in) Header Joist a Anowable Loads (Lbs.) `o USP steel Floor Roof Uplift' Q ,t Code Joist Size Stock No. Ref. No. Gauge IN I H D A Qty Nail Qty Nail 1100%1115%1 125% 160% 8' fi Ref. JL24 � LU24 20 11-9/16 3 1-1/2 � 15/16 � 4 10d 2 10d x1-1/2 470 540 580 320 ff 5, 1 4 16d 2 10d x1-1/2 560 640 695 320 i R5, F2 JL241F-TZ ! 18 _ 1-9/161 __ 3-1/8 1-1/2 4 10d HDG 2 10d)(1-1/2 HDG 465 535 580 280 31, R1, ____ 4 16d HDG 2 10d x 1-1/2 HDG ' 550 615 615 280 2 4 F32 x JUS24 LUS24 18 1-9/161 3-1/8 1-3/4 1 4 10d 2 10d 675 775 835 510 SUH24 U24 16 1-9/16 3-114 4 2 1-3/16 4 10d 2 - 10d x1-1/2 500 -560 605 380 5, 4 16d 2 10d x 1-1/2 590 665 720 380 f R5 HD26 HU26 14 1-9/16 3-1/2 2 _ 1-1/8 4 16d 2 10dx1-1/2 565 650 705 Tt 290 F2 JL26 LU26 20 1-9/16 4-3/4 1-1/2 15/16 6 10d 4 10d x1-1/2 710 805 870 650 6 16d 4 10d x 1-1/2 840 960 1045 650 JL261F-TZ LUG26Z 18 1-9/16 4-1/2 1-1/2 6 10d HDG 4 1Od x 1-1/2 HDG 695 800 870 730 31, Rt, -- -- 6 16d HDG 4 10d x 1-1/2 HDG 830 950 1035 730 F32 JUS26 LUS26 18 1-9/16 4-13/16 1-3/4 1 4 10d 4 10d 870 1000 1080 1115 51 R51 F2 2x6 MUS26 MUS26 18 1-9/16 5-1/16 2 1 6 10d 6 10d 1285 1475 1605 86i~ 31, R1,F32 SUH26 U26 16 .1-9/16 51/8 2 1-3/16 6 10d 4 1Ddx1-1/2 750 840 0 755•!'• 6 16d 4 10d x 1-1/2 880 1s0 1880 759 • wig -•1 HUS26 HUS26 16 1-5/8 5-7/16 3 1 2 14 16d 6 16d 2760 434 "45 1925 - 5, • • HD26 HU26 14 1-9/16 3-1/2 2 1-1/8 4 16d 2 1Old x 1-1/2 565 •fiSD •7(15 290 • R5, • HD28 HU28 14 1-9/16 5-1/4 2 1-1/8 8 16d 4 10d x 1-1/2 1130 .1 410 7,V• # F2 • Jt L26 LU26 20 1-9/16 4-3/4 ; 1-1/2 15/16 6JHDG 4 10d x 1-1/2 710 0 91/0 698 • i • • • • 64 lOd X 1-1/2 840 960 1045 650 JL261F-TZ LUC26Z 18 1-9/16 4-1/2 ( 1-1/2 1 6 4 10d x 1-1/2 HDG 695 0 73• 31, Rt•' -- __ 6 4 10d x 1-1/2 HDG 830 '950.1035 730F32106 LU28 20 1-9/16 6-3/8 1-1/21 15/16 10d x 1-1/2 1180 61!95.61295 855 •JL28 5, R5, F2 106 10d x 1-1/2 1400 .16DEI 1140 & • • • JL281F-TZ 18 1-9/161 6-1/8 1-1/21 8 10d HDG 4 10d x 1-1/2 HDG 930 .1065 J160 7 31, R7� 8 16d HDG 4 10d x 1-1/2 HDG 1105 'I 1 5 730 F32 • JUS26 WS26 18 1-9/1614-13/16, 1-3/41 1 4 10d 4 10d 870 1000 1080 1116 • 5, R5, F2 2 x 8 JUS28 LUS28 18 1-9/16F6-5/8 1-3/4 1 6 10d 4 10d 1110 1270 1375 1115 MUS26 MUS26 18 1 9/16 5-1/16 2 1 6 1 10d 6 10d 1285 1475 1605 865 31, R7, MUS28 MUS28 18 1-9/16, 7-1/16 2 1 8 10d 8 10d 1710 19701 2140 1230 F32 SUH26 U26 16 1-9/161 5-1/8 ? 1 2 1 i 6 1-3/16 10d 4 10d x 1-1/2 •750 840 910 755 6 16d 4 10d x 1-1/2 880 1000 1080 755 SUH28 1 1 16 1-9/16 -1 - 6-5/8 2 1-3/165, 8 10d 6 10d x 1-1/2 1040 1120 12101 800 8 16d 6 10d x1-1/2 1175 1335 1440 800 _ �3 R5 HUS26 HUS26 16 1-5/8 5-7/16 2 14 16d 6 16d 2760 3140 3345 1925 F2 HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d 4170 4345 4345 2570 -� HD28 HU28 14 1-9/16 5-1/4 1 2 1-1/8 8 16d 4 10dx1-1/2 1130 1295 1410 730 HD�O HU210 1 14 1-9/16 7-3/16 1 2 ! 1-1/8 12 16d 4 10d x 1-1/2 1690 1945 2115 730 , 1) Uplift loads have been increased 60% for wind or seismic loads; no further increase shall be permitted. 2)16d sinkers (0.148 dia. x 3-1/4" long) may be used at 0.84 of the table load where 16d commons are specked. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 30' to 45° angle through the joist or truss into the header to achieve the table bads. 4) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 10d nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel 13Gold Coat CIHDG ETriple Zinc Plated Truss 01 THD Heavy -Duty Face Mount Truss Hangers Medium -to -heavy capacity face mount hanger. Some THD models are available with a min/max installation option. Materials: See chart Finish: G90 galvanizing Options: See chart for Corrosion Finish Options Codes: See page 11 for Code Reference Chart Installation: • Use all specified fasteners. See Product Notes, page 17. • THD Min – Fill all round nail holes. • THD Max – Fill all round and diamond holes. Some model designs may vary from illustration shown Typical THD28 installation A i H W 3" THD28 USP STRUCTURAL CONNECTORS MiTek A 3, w P THD double or larger I i uplm ioaas nave peen increased ti0 k Tor wind or seismic loads; no further increase shall be permitted. 2) NAILS: I Od x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 1 O nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel 013old Coat MHDG ®Triple Zinc Specialty Options Chart – refer to Specialty Options pages 228-229 for additional details. Option Skewed' .3 Dimensions (in) fastener Schedule DF/S100 0 f Not available in widths < 3". Header Truss 1 `to 45' 1' to 45' Allowable Loads (Lbs.) ge Widths > 3" can have joist / IISP Steel one flange inverted. Min/ 0 floor Roofa Truss Size Stock No. Ref. No. Gauge W H D A Max Qty Type Qty Type 100% 115% 125cg ,� 2x6-8 THD26 HTU26 16 I 1-5/8 5-1/161 3 11-7/8i 1 1-7/8 iM1° 18 16d 1�12 10d x 1-1/2 Max 20 1'� d 20 10d x 1-1/21 i 2645 3000 3560 It es �� • 2940 3335 347 2_bo Add SK, angle required, right (R) or left (L), and Add SL, slope required, 1 2x8-10 THD28 HTU28 16 1-5/8 ! 7 i 3 1-7/8i28 16d 16 10d x 1-1/2 4115 4485 QMi28 16d 26 10dxl-1/2' Ex. THD410_SK45R_SO_SL300 to product number. to product number. Ex THD410 SL30D I 4115 4670 5545 RIM38 2 x 10 -12 THD210 HTU210 16 1-5/8 " 9 3 ` 1-7/8, 16d 20 10d x 1-1/2 1 5115 5115 5115_• 3G% Max 38 16d 32 16i -x i-1/2 ------ 5585 6335 5 97 • HHUS26-2, (2) 2 x 6 - 8 THD26-2 HTU26 2 14 3-7/16 5-3/8 3 i 2 -- 18 16d 12 10d i 2770 3150 3255 2340 ` • • (2) 2 x8 -10 THD28-2 Iffif28 2 HHUS28-2, 14 3-7/16 7-1/8 3 } 2 28 16d 16 10d • • • ` 9 143100. 4860 5005 2595 • • HHUS210-2, (2) 2 x 10 -12 THD210-2 HTU210-2 14 3-7/161 9-1/8 3 2 -- 38 16d 20 10d 5850 6600 7045 3905 I I 5 , R _ 4x6-8 (TH046 HHUS46 14 ; 3-5/8 i 5-5/163 2 I -- 18 16d 12 10d 2770 3125 3355 2340 F2 4x8-10 THD48 I HHUS48 14 i 35/8 ! 7-1/16 ` 3 1 2 -- 28 16d 16 10d 4310 4860 5005 2595- 4 x 10 -12 THD410 HHUS410 4 x 12 -14 THD412 14 1 i 14 3-5/8 + _i—�31- 3,5/8 9-1 /16 3 i S 2 3 38 16d 20 10d 48 16d 20 10d 5850 6600 7045 3905 7045 7045 7045 ,11 , _ 3905 4 x 14 - 16 THD414 (3) 2 x 10 -12 THD210-3 HHUS210-3 14 12 3-5/8 112-7/8 5-1/8 ' , 9 3 3 1 - 3 I 3 58 16d 20 10d -- 38 16d 20 10d 7045 7045 7045 3905) j 6535 7255 7605 3850 i; 6x 10 -12 1 THD610 HHUS5.50/10 12 5-1/2 " 9 j 3 1T 3 -- ( 38 16d 20 10d 6535 7255 7605 34101---f 6 x 12 -14 THD612 _ 6x14- 16 THD614--- 12 12 5-1 /2 T5 11 i 2-7/8 3 3-1-73--- 3-- _ 48 16d 20 10d 8255 8415 8415 4255 ✓' -1/21-f i - 58 16d 20 10d^ 8415 8415 8415 425_ (4) 2 x 10 -12 TND210 4HHUS210-4 12 6-3/4 J-93 ¢I 3- 38 16tl 20 10d ti 6535 7255 7605 3850 7 x 9-1/4 - 14 TH07210 HHUS7.25/10 1,7-7-1—/4T-9 38 16d . 20 1 10d 6535 7255 7605 3410 I i uplm ioaas nave peen increased ti0 k Tor wind or seismic loads; no further increase shall be permitted. 2) NAILS: I Od x 1-1/2" nails are 0.148" dia. x 1-1/2" long, 1 O nails are 0.148" dia. x 3" long, 16d nails are 0.162" dia. x 3-1/2" long. New products or updated product information are designated in blue font. Corrosion Finish ®Stainless Steel 013old Coat MHDG ®Triple Zinc Specialty Options Chart – refer to Specialty Options pages 228-229 for additional details. Option Skewed' .3 Sloped Seat Sloped / Skewed'" Inverted Flange f Not available in widths < 3". Range 1 `to 45' 1' to 45' See Sloped Seat and Skewed Widths > 3" can have one flange inverted. 100% of table load. Allowable 85% of table load 65% of table load } 65% of table load 65% of table load when Loads nailing into the support members end grain. Add SK, angle required, right (R) or left (L), and Add SL, slope required, Add 11F, one flange, Ordering square cut (SQ) or and up (U) or down (D), to See Sloped Seat and Skewed. right (R) and left (1), bevel cut (869 product number. E Ex. THD410_SK45R_SO_SL300 to product number. to product number. Ex THD410 SL30D I Ex. THD410_11FR Ex.THD41o_SK45R_SO - i 1) Skewed hangers with skews greater than /5° may have all joist nailing on outside flange. 2) Sloped or sloped / skewed hangers with slopes greater than 15° may have additional joist nails. 3) For skewed hangers, the required cut type (square or bevel) of joist member may vary based on skew angle and width of hanger. Some square cut hangers will require custom pricing due to welded back plate. New products or updated product information ire designated in blue font. a General Notes Notas Generales Trusses are not marked in any way to identify the Los trusses no esti marcados de ningun modo que frequency or location of temporary lateral restraint identifique /a frecuencia o localizacidn de restncci6n and diagonal bracing. Follow the recommendations lateral y arriostre diagonal temporales. Use las for handling, installing and temporary restraining recomendaciones de manejo, instalaci6n, restn'ccl6n and bracing of trusses. Refer to BCSI - Guide to y arriostre temporal de los trusses. Uea e/ folleto Bbl Good Practice for Handling. Installing. Restraining - Gula de Buena Practica Dara e/ Manejo. Instalad6n. & Bracina of Metal Plate Connected Wood Restriction y Arriostre de los Trusses de Madera Trusses"* for more detailed information. Conectados con Places de Metal*" para informacibn Truss Design Drawings may specify locations of mils detallada. permanent lateral restraint or reinforcement for Los dibujos de diserlo de los trusses pueden especificar individual truss members. Refer to the BCSI-B3'** las localizations de restriccibn lateral permanente o for more information. All other permanent bracing refuerzo an los miembros individuales del truss. Uea design is the responsibility of the building designer. la hoja resumen BCSI-B3**' para mils informaci6n. EI resto de los disefios de arriostres permanentes son la responsabilidad del disenador del ediffcio. © DANGER The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iPELIGRO! EI resultado de un manejo, levanta- miento, instalaci6n, resMcci6n y arrisotre incorrecto puede ser la caida de la estructura o 11 ok aun peor, heridos o muertos. AC&M5i000 LvJ Exercise care when remov- ing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. m BSB Utilice cautela at quitar las ataduras o los pedazos de metal de sujetar para evitar dano a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con A@&G Use 69 trusses. special care in Utilice cuidado windy weather or especial an near power lines dias ventosos o Handling - Manejo and airports. cerca de cables el6ctricos o de I KIM Avoid lateral aeropuertos. bending. Spreader bar Evite la 8exi6n lateral. for trussIFMOTM \, The contractor i is responsible for properly receiving, unloading and storing '" O O the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. EI contratista tiene la responsabilidad de recibir, descargar y almacenar adecuadamente los trusses an la obra. Descargue los trusses en /a tierra /iso para prevenir el dano. Use proper rig- Use equipo apropiado ging and hoisting para levantara equipment. improvisar. Trusses may be unloaded directly on the ground at (S) DO NOT store the time of delivery or stored temporarily in contact unbraced bundles with the ground after delivery. If trusses are to be upright. stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (o.c.). Los trusses pueden ser descargados directa- mente en e/ suelo en aque/ momento de entrega o a/macenados temporalmente an contacto con at sue/o despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bloqueando de a/tura suficiente detras de la pila de los trusses a 8 hasta 10 pies en centro 0.c.). If trusses are to be stored for more than one week, cover bundles to protect from the environment. DON OT store or Para trusses guardados por mas de una semana, uneven ground. cubra los paquetes, para protegerlos del ambiente. Refer to BCSI**' for more detailed information per- taining to handling and jobsite storage of trusses. Uea e/ folleto SCSI*** para informacibn mas detal- lada sobre e/ manejo y almacenado de los trusses an area de trabajo. NO almacene verticalmente los trusses sueltos. NO a/macene an tierra desigual. Hoisting and Placement of Truss Bundles Recomendaciones Para Levantar Paquetes de Trusses DON'T overload the crane. NO sobrecargue la girds. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- - WARNING Do not overload supporting lel chord trusses up to 45' (13.7 m). Use at least structure with truss bundle. three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses iADVERTENCIA! No sobrecargue la >45' (13.7 m). estructura apoyada con at paquete de trusses. Puede usar un solo lugar de levantar para paquetes de trusses de la cuerda superior hasta Place truss bundles in stable position. 45'y trusses de cuerdas paralelas de 30'o Puse paquetes de trusses en Una menos. posici6n estable. Use por to menos dos puntos de levantar con ru os de trusses de cuerda superior 9 P inclinada hasta 60'y trusses de cuerdas paralelas hasta 45'. Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60'y trusses de cuerdas paralelas mas de 45'. Mechanical Hoisting Recommendations for Single Trusses Recomendaciones Para Levantar Trusses Individuates MUM Using a single pick -point at the peak can damage jhi truss. EI use de un solo lugar an at pito para levVtar puede 0 0 • • • • • • hater dano at truss. • • • 60' or less •• • • • is 0000•• • • • is r� ••�• • • t� e9tF•. • • Tagline • • TRUSSES UP TO 30'(9-1m) ••+• • •• TRUSSESIIIfA*039PIE6 reader bar 0000•• • •• 41104,•• -a. �- Sp6fer bar • •Toe -in /be-iA Locate • 3cm ) • • • above o`stiffback • O.C. max. Spreader bar 1/2 to • mid -height 213 truss length • • • Tagline TRUSSES UP TO 60' (18.3 ml • • TRUSSES HASTA 60 PIES • • • • • • 0 • Spread* bar 2/3 to • Hold each truss in position with the erection • • 0II•� 3/4 truss length -►l equipment until top chord temporary lateral Tag me restraint is installed and the truss is fastened TRUSSES UP TO AND OVER 60' (18.3 m) t0 the bearing points. TRUSSES HASTA Y SOBRE 60 PIES -� Sostenga cada truss an posici6n con equipo de grua hasta que la restriccibn lateral temporal de la cuerda superior este instalado y el truss este asegurado an los soportes. Installation of Single Trusses by Hand Recommendacciones de Levantamiento de Trusses Individuates Por La Mano .Y_j Trusses 20' - 1 - Lj Trusses 30' t - 1 . . (6.1 m) or ' (9.1 m) or less, f less, support support at near peak. quarter points. Soporte Soporte de cerca at Pico Jos cuartos los trusses F Trusses up to 20' _I� de tramo los E Trusses up to 30' de 20 pies o (6.1 m) trusses de 30 (9.1 m) menos. Trusses haste 20 pies pies o menos. Trusses hasta 30 pies Temporary Restraint & Bracing Restriec®®n y Arriostre Temporal • Refer to BCSI-B2*** for more information. Top Chord Temporary Uea el resumen BCSI-B2*** para mas informacibn. .Lateral Restraint (TCTLR) 0✓ Locate ground braces directly in line with all rows 2x4 min. of top chord temporary lateral restraint (see table.°' in the next column). s 2'o.c., typ. Coloque los arriostres de tierra para at primer truss directamente en linea con cada una de las fflas de restricci6n lateral temporal de la cuerda -g0" Brace first superior (vea la tabla an la pr6xima columna). truss securely DO NOT walk on unbraced trusses. before NO carmine an trusses sueltos F erection of additional DO NOT stand on truss overhangs until trusses. Structural Sheathing has been applied to the truss and overhangs. Q NO se pare en voladizos cerchas hasta Revestimiento estructural ha sido aplicado a Is armadura y voladizos. Steps to Setting Trusses Las Medidas de la Instalacion de IDS Trusses 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instale at pnmero truss y ate seguramente at arriostre de Cierra. 3) Instate los pr6ximos 4 trusses con restncci6n lateral temporal de miembro corto (vea abash 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) instate arriostre diagonal para los planos de los miembros secundanos para estabilice los pnmeros cinco trusses (vea abatio). 6) instate la restriccibn lateral temporal y arriostre diagonal para Is cuerda inferior (vea abajo). 7) Repita Este procedimiento an grupos de cuatro trusses hasta que todos los trusses est6n instalados. Refer to BCSI-B2'" for more information. Uea at resumen BCSI-B2"* para mils informacibn. Restraint/Bracing for All Planes of Trusses RestriccioNArriostre Para Tbdos Pianos de Trusses 0 Minimum lumber used for lateral restraint and diagonal bracing is 2x4 stress -graded lumber. Attach to each truss with at least 2-10d (0.128x3"), 2-12d (0.128x3.25") or 2-16d (0.131x3.5") nails. La madera 2x4 clasificada por estres es la madera minima utilizada para resMcci6n lateral y arnostramiento di- agonal. Atadas a cada bra uero con al minimo 2 c/avos 10d 0.128x3" 12d 0.128x3.25" o f6d 0.131x3.5" . 9 9 i ), ( ) ( ) 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restriccibn y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Uea la parte superior de la columna para /a restncci6n y arriostre temporal de PCTs. 1) Tr)P CHnRn PI ANF - CIIFRr)A SIIPFRInR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' • 04,41 • • 10' (3 m) o.c. max. chords Minimum 2'2x Scab block center, d 30' •g5' • 0 8•(2.4 rll�.c. max. (9.1m�1 .7 m) ••0••• a (13.7 r(j- 18.3 cry • 6•(iimi)i i' max. 24.4 F. • 4-ilif f )a.j. max. (18.3 m0- m 00 0 `Consult a Wgisleed Design Professional for trusses longer than 60' (18.3 m). *Consulte a ur•!"Will Tal RegistradOr� Di -Ab para truSAPA,0o� & pies./ • • • • • 1 21 See1"- O' for TCTLR �pMs. 00 • • tl\ vea a SI -B2'** para las oWiones de TCTLR • • - W50111 R=.BCSI-BAIV•••• _". <_2'c for Gable End Fram@ restrainttbracing/ • -" A reinforce*A(Into%tion. 0 • 7C 4.5 -- Para informacibn sobre restnt ii • TCTL arriostre/refuerzo paraArmazonts 0 nastiales vea el resumen SCSI -B3 *' Note: Ground bracing not shown for clarity. 10" or > Truss attachment Repeat diagonal braces for each set of 4 trussesrequired at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Sectio '® LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICC16N LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! R Section A -A Diagonal Continuous Lateral Restraint 2) WEB MEMBER PLANE- bracing (CLR) splice reinforcement PLANO DE LOS MIEMBROS Truss Member SECUNDARIOS �Zz_CLR 45' -�-: - I I A 3) BOTTOM CHORD PLANE - CUERDA INFERIOR Truss Lateral Restraints - 2x4xl2' or greater - Member lapped over two trusses - Note: Some chord or CLR splice reinforcement. and web members Bottom 4 not shown for chords _ clarity. 10'(3 m) -15' (4.6 IT) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriction y Arriostre Para Trusses de Cuerdas Paratetas 3x2 y 4x2 10'(3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15'(4.6 m)* _ every 15 truss spaces 30' BCSI-B7*** for more -'-`- (9.1 m) max. information. Vea el resumen BCSI-B7**' - para mSs informacibn.;}. I5 2'o.c., typ. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10'(3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. Installing - Instalacidin put -of -Plumb Bottom Tolerances for Out -of -Plane. D/50 D (ft.) chords Minimum 2'2x Scab block center, d 1' 0.3 m ��- Length -► Max. Bow FMax Bow LIQ- engih --►Ll T1/2" over CLR splice. Attach 2' 0.6 m Diagonal braces every to CLR with mini mum 8-16d Max. Bow p i 10 truss spaces 20' (0.135x3.5") nails each side Length ilei Plumb ./ line Tolerances for i Out -of -Plumb. (6.1 m) max. of splice or as specified by the 10'(3 m) - 15'(4.6 m) max. 6' 1.8 m Building Designer. Same spacing as bottom chord Note: Some chord and web members SECTION A -A lateral restraint not shown for clarity 3) BOTTOM CHORD PLANE - CUERDA INFERIOR Truss Lateral Restraints - 2x4xl2' or greater - Member lapped over two trusses - Note: Some chord or CLR splice reinforcement. and web members Bottom 4 not shown for chords _ clarity. 10'(3 m) -15' (4.6 IT) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. Restraint & Bracing for 3x2 and 4x2 Parallel Chord Trusses Restriction y Arriostre Para Trusses de Cuerdas Paratetas 3x2 y 4x2 10'(3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15'(4.6 m)* _ every 15 truss spaces 30' BCSI-B7*** for more -'-`- (9.1 m) max. information. Vea el resumen BCSI-B7**' - para mSs informacibn.;}. I5 2'o.c., typ. Apply diagonal brace to vertical webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10'(3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. Installing - Instalacidin put -of -Plumb Height Tolerances for Out -of -Plane. D/50 D (ft.) u Tolerancias para Fuera-de-Plano. 1 6mm 1' 0.3 m ��- Length -► Max. Bow FMax Bow LIQ- engih --►Ll T1/2" 13 mm 2' 0.6 m 3/4" 19 mm 3' 0.9 m Max. Bow p i 1" 25 mm 4' 1.2 m Length ilei Plumb ./ line Tolerances for i Out -of -Plumb. 1-1/4" 32 mm 5' 1.5 m 1-1/2„ 38 mm 6' 1.8 m Tolerancias para D/5o max I Fuera-de-Plomada. Construction Loading LLML Carga De Construction DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccobn hasta que todas las restric- tions laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights in table at right. Refer to BCSI-B4"' for more information. NO exceda las alturas maximas de mont6n. Uea at resumen BCSI-B4"* para mas informacibn. Maximum Stack Height for Material on Trusses''' Material Height Gypsum Board 12" (305 mm) Plywood or OSB 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 mm) Clay Tile 3-4 tiles high 1. Based on truss live load of 40 psf or greater. For other conditions, contact a Registered Design Professional. 2. Install slacks of materials as quickly as possible. NEVER stack materials near a peak, at mid -span, on cantilevers or overhangs. NUNCA apile los materiales cerca de un pica, a centro de la luz, an cantilevers o aleros. G DO NOT overload small groups or single trusses. NO sobrecargue pequefios grupos o trusses individuales. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo Sea posible. 0 Position loads over load bearing walls. Coloque las cargas sabre las Paredes soportantes. Alterations - Alterations Refer to BCSI-B5..'*' vea at resumen BCSI-85. "' Truss bracing not shown for clarity, DO NOT cut, alter, or drill any structural member of a truss unless specifically permitted by the truss design drawing. NO torte, altere o perfore ningun miembro estructural de un truss, a menos que este especificamente permitido en at dibujo del diserio del truss. Trusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construcci6n o han sido alterados sin la autor- izaci6n previa del Fabricante de Trusses, pueden hater nulo y sin efecto la garantia limitada del Fabricante de Trusses. -Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. NOTE: The truss manufacturer and truss designer rely on the presumption that the contractor and crane operator (N applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project it should seek assistance from a competent parry. The methods and procedures outlined in this document are intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restrainingibracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor. Thus, SBCA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained -jheem-ir■nn.. [-yJ-�\_ SBCA TRUSS PLATE INSTITUTE 6300 Enterprise Lane • Madison, WI 53719 218 N. Lee St., Ste. 312 -Alexandria, VA 22314 608-274-4849 • sbcindustint oom 703-683-1010 • tpinst.orp