Loading...
RC-19-229 (4)� c of-) I -u? F.I.E. FLORIDA INTERNATIONAL ENGINEERING, INC WSIGHT-NWVATKM4ffEWT10N Florida International Engineering Inc 6175 NW 167 St... G-20, Miami, FL 33015 Tefephone: (3QS) 378-1991-Fax: (305) 378-1997 Miami -Dade tab Certification # 07-0612.11-State of Florida ca #27273 ----- --------------------------------------------------------------- SITE SPECIFIC INFORMATION Owner's Name: k 4,-W15-,7- Job Address:�- Roofing Contractor: Permit Number: R+-1L—Iff - Z6, &1 Type of Til Approximate Roof Height: _feet Slope: �> ' (2- Type of Access to Roof- __Ladder Other: F-fpA. t Approximate Square Footage: --fZ57,c> ft2 Required Testing Force: 35 Ibs + Testing Equipment. F.G.E.100x Shimo Instrument Date Installed: -Date of - - t- i �- � Z�2o -------------------------------- ------ - ---------------------------- � TEST RESULTS P- PASS, F-- FAIL Test Location P or F Test Location P or F Test Location Par F Test Location P or F Test Location P or F 1 21 41 61 81 2 22 42 62 82 3 23 43 63 83 4 24 44 1 64 84 5 25 45 65 85 6 26 46 66 86 7 27 47 67 87 8 28 48 68 88 9 29 49 69 89 10 _ 30 50 70 90 11 31 51 71 91 12 32 S2 72 92 13 33 53 73 93 14 34 54 74 94 is 35 55 75 95 16 36 56 76 96 17 37 S7 77 97 18 38 58 78 98 19 39 59 79 99 20 40 60 80 100 N ACCORDANCE WITH THE CRITERIA OF PROTOCOL TAS 106, THIS ROOF ASSEMBLY HAS PASSED THE STATIC UPLIFT QUALITY CONTROL TEST. ADDITIONAL TEST INFORMATION Perimeter Width: ft Area 'Units Or ftz No. of Tests Perimeter Field Comers Hips & Ridges RESPEt.lf SUBMITTED BY'92 ? No. 63107 M VMS Ve��. Florida R4WjOh i,l, I 111111W Miami Shores Village 10050 NE 2 Ave Miami Shores FL 33138 305-795-2204 Issue Date: 03/25/2019 Location Address Parcel Number 51 NE 99TH ST, Miami Shores, FL 33138 1132060131280 Contacts Permit No.: RC-01-19-229 Permit Type: Building (Residential) Work Classification: Repair Permit Status: Approved Expiration: 09/23/2019 KEVIN PINEIRO Owner OZ CONSTRUCTION SERVICES GROUP, Contractor 51 NE 99 ST, MIAMI SHORES, FL 33138 INC Mobile: 7862711794 OSBEL FERNANDEZ Other: 3053037344 3642 14 ST, MIAMI, FL 33145 Business: 7864677200 Other:3052160236 on Description: INTERIOR STRUCTURAL REPAIR Valuation: $ 9,000.00 Ins 305-762-46pect2-4949 nests: Total Sq Feet: 0.00 Fees Amount Application Fee - Other $50.00 CCF $5.40 DBPR Fee $4.05 DCA Fee $2.70 Education Surcharge $1.80 Notary Fee $5.00 Permit Fee $220.00 Scanning Fee $15.00 Structural Review ($90) $90.00 Structural Review ($90) $90.00 Technology Fee $6.75 Total: $490.70 Payments Date Paid Amt Paid Total Fees $490.70 Credit Card 03/25/2019 $490.70 Amount Due: $0.00 Building Department Copy 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 all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating c nstruction and zoning. Futhermore, I authorize the above named contractor to do the work stated. f Authorized re: Owner / Applicant / Contractor / Agent Date March 25, 2019 Page 2 of 2 '0Z. ,�o o0 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 BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ✓qN ;11FG 11�19 FBC 20 0 6 Master Permit No. t2G—o t - 19 Sub Permit No. ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: ' L City: Miami Shhorress County: Miami Dade Zip: S21 39 Folio/Parcel#: I ( — 3 W(o -- n 13 " 19,9n Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: / ��FFljl��ood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): I� / PO Phone#: —py/_ —,rn/j-�Q , l — � / [- Address: �5! )L ) City: W (o f;ice( ( Q 1 lJ-> Stater— Zip: Tenant/Lessee Name: Phone#: Email CONTRACTOR: Company Name: nz (ol ikJTuctatV eger ut I ra Phone#: -7Jt 40 —�w Address:�S(;Q.l 14 S f— City: Nl to tv State: Zip: 33 /U, -�/ Qualifier Name: �( /�1� ��2.(,%/ I)DEZ— Phone#: 3�,Gr� 1 r& State Certification or Registration # ' Certificate of Competency #: DESIGNER: Architect/Engineer: L '�E�— _s %} Phone#: — rr�� Address: ( �(>��C�JT Pa. City: State: FL- Zip:�j Value of Work for this Permit: $ 9 , COD- o'-) Square/Linear Foota of Work: Type of Work: ❑ Addition ❑ Alteration El New- Repair/Replace ❑ Demolition Description of Work: Specify color of color thru tile: Submittal Fee $ Permit Fee $ 2-7CCF $ S • 40CO/CC $ Scanning Fee $ S Radon Fee $ Z •-7DBPR $ Notary $ Technology Fee $ l7 �,%lS QTr7aiining/Education Fee $ � • o Double Fee $ Structural Reviews $ Iy -1y Bond $ TOTAL FEE NOW DUE $ j I D jo (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State 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 t bsence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this l day of ���`��� , 20 by � day of 20 �9 by �tLVI N ^IIV1�� , who is p sonally kno n to Axe / %C/n PZ wh qs personally known me or who has produced as (f�pr who has produced as identification and who did tak an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: 1�111111111 /� � � � �,•� PRLENI Sign: '•MMI • G Sign: 0 WIN? Print: - �� ti: Print: @� Seal: i y #FF95S�� lu`� M`' Seal:�C.37A� '�d?pdtluu °c `` H1111N1�\\ c T t APPROVED BY To) Plans Examiner Zoning �� '•� Zl Structural Review Clerk (Revised02/24/2014) / OR 15 ISC.I elf :... ,li,i," Miami Shores Village Building Department TE FL©10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 • Fax; (305)756-8972 2 RE PERMIT #: DATE I, lcl".'- ci Contractor Owner ❑ Architect Picked up 2 sets of plans and (other) Y, 4 Address: From* the building department- on this date in order to have corrections done to plans And/or get County stamps. I understand that the plans need to be brought back to Miami Shores Village Building Department to continue permitting process. Acknowledged by: PERMIT CLERK INITIAL: l^ r� 6 RESUBMITTED DATE: Izd ( I PERMIT CLEAR , INITIAL: y t Date: 01 / 15/2019 - i rkW PROJECT: REPLACEMENT ROOF WOOD BEAM 51 NE 99 ST MIAMI SHORES, FL STRUCTURAL CALCULATIONS : •' • "" .. :*0609 ...... ...... .0009: OWNER: KEVIN PINEIRO "" .... •• •• ..... ..0 0 . . •..•• ...... .: . . . . ...... .. . . • • 0000 Rafael Droz-Seda P.E. Civil Engineer License # 39228 9130 Crescent Drive Miramar, Fl 33025 Ph: 305- 962 7452 , Fax: 954- 430 7385 STRUCTURAL CALCULATIONS Project: KEVIN PINEIRO Table of Content _ - -Des ription ...Page : • • • • • In ut Data p .. Wind Pressure for Campo ants and Claddings • • • •'l • Structural Loads . .4 .. . : • • • • • . .. Rafters Design 5 '"' Wood Beam Design Design 8 Steel Column Design 13 Footings Design 15 Connection Design 24 -cu. rnf reef wTIONS ,RV • VRLV Vf-f1.ff •..• AAf1!" nr A.f.l�P'�..!-1.T. f'/'�A I�IfI • wa�� AAAr 7 /n 6rt►d1.►' 4rvvc nc�vtt�ci��c�• f . rov Lv �'. nnv Mvalc r-ry mate: 11-Jan-17 Proj. No.. Building Category Miami-Daafe Cou isroward County Orner t;ounaes Y Ultim. Y Service Ultim. V Service V(Ultim.) V(Service) I 165 128 156 121(Varies) Varies ii i 75 i su 176 132(Varies) ales 111 and IV 186 144 180 139 (Varies) (Varies) Service Factor to affect Ultimate Pressure, S = 0.60 WIND DATA Ultimate wind speed, V = Building Category: Exposure Category: Opening Condition: Directionality Factor Kd = GEOMETRY DATA Largest Building Dim., L = Smallest Building Dim., B = Roof Average Height, h = Roof Pitch x/12, x = Roof Overhang, Lo = Building Enclosure Condition: (6.2 Definitions) 176 mph (3-sec. gust) II G 3 Enclosed • 44.08 ft • 43.08 ft •••••• 13.00 ft •••••• 4.00 in 18W bets. 1.00 it • Area of wall considered for classification, Ag = Area of all, other walls in building balance, Agi = Total Area of Openings in wall, Ao = Area of openings in building balance, Aot = 0.01Ag = 1.00 fie Ao/Aoi = M.00 Open building condition: Is Ao > 0.8Ag? No Is Ao > Min.? No Selected design condition: Gust Effect factor Topographic Factor. 1 Open 2 Partially enclosed 3 Enclosed 100.00 fr 100.00 W 0.00 ft2 0.00 ft2 Min. of 4 112 and 0.01Ag = Aoi/Agi = Partially enclosed condition: Is Ao > 1.1Aoi? Yes Is Aoi/Agi < 0.20? Yes 3 Enclosed Kzt = (1 + K,K2K32 For Miami -Dade and Braward, K, = 0.00 0.00% 0.00% 4.00 ft2 0.00 G = 0.85 Kzt = 1.00 1 WIND PRESSURE ON COMPONENTS AND CLADDINGS Project., KEVIN PINEIRO BASED ON ASCE 7-10, FOR BLDGS W/ MEAN ROOF HEIGHT 6 60 FT Task: CALCULATIONS Ultimate Wind Speed, V = 175 mph Exposure: C Zv = 900.0 ft Ht., h = 13.00 ft a = 9.5 Max. Truss Span, Lo = 7.00 ft Kd - 0.85 K,l = 1.00 K= = Kh = 0.85 Min, building width: B = 43.08 ft Roof pitch x/12, x = 4.00 in. Min. of 0.1•13 vs 0.4 h = 4.31 ft 0 = 18.43° 0% red. Max. of 0.04•B or 3 ft = 3.00 ft Roof parapet height, hp = 0.00 ft Then Zone 5 width a = 4.31 ft - Enclosure Condition : 3 (GCP) (+] = 0.18 Overhang: 1.00 ft (GCpi) F ] = -0.18 Overhang (GCpi) = 0.00 Are press. on zone 4-5 for windows? N Max. Cladding Area: Conditions and parameters Zone Roof Areas Walls 0 < 7° 7<0527 27<005 flag -► 0.00 1.00 0.00 10 Zone 1: (wall 4,5) 0.00 -0.90 0.00 1.00 0.00 -0.80 0.00 0.70 Zone0.00 wall 4 7TT- 0.00 -1.20 0.00 -0.80 Zone 3: (wall 5) 0.00 -2.60 0.00 -1.40 0.00 -2.00 0.00 -0.80 Zone 1,2,3 Pos.Press. 0.30 0.50 1 0,90 100 0.20 0.30 0.80 500 Max. Wall Area: Calculation of wind pressure for Ultimate Wind Velocity: Basic Veloc. Pressure: % = 0.00256•K= Ke Kd.V: qh = 56.57 psf P = Pint : qh°L(GCP) - (GCa)] Calculation of wind pressure for Service Wind Velocity: Factor to affect Ultimate Pressure, S = 0.60 (From 'Input' sheet) p,.ry = S • p„n Note: Kd is used in conjunction with ASCE load combinations. See sheet'Load'° ° °° °°° °° ° ° ° °° .. ... ... . ... . . . . . . . . . . . ... . . . . ... . . . . . . . . . . . . . .. .. 00 ° ° ° ° • ... . . . ... . . 2 Mark Edge Distance ft] Effective Width [ft Cladding Length ft Effective Area %Cladd. in Zone 2 (GCp) [+] Zone 1, 2 and 3 (GCp) [ ultimate Pressure Service Pressure p [+] f p (j f p [+] sf p [.] [ f Zone 1 Zone 2 Zone 3 Roof Zone 1 4.31 2.33 7.00 1.52 0.00 0.50 -0.90 -1.70 -2.60 38.5 -61.1 23.1 -36.7 Roof Zone 2 0,001 2.331 7.001 1.52 100.001 0.50 -0.90 -1.70 -2.60 38.6 -106.4 23.1 -63.8 Roof Zone 3 0.001 2.331 7.001 1.52 0.00 0.50 -0.90 -2.60 38.5 -157.3 233.1 -94.4 1st Int. Rafter 1M 2,33 7.00 16.31 100.00 0.46 .0.88 t-1.70 -2.47 36.1 -100.3 21.6 .60.2 Other Int. Rafters 3.00 2,33 7.00 16.31 $6.14 0.46 -0.88 -2.471 36.1 1 .82.61 21.6 -49.6 (") Claddings in this program are, defined as attachments or elements other than wall and roof framing structures. Notes: 1. Plus or minus signs indicate pressure acting toward and away from the surface, respectively. 2. Pressure values given on the last two columns have the influence of Zone 2 (only) included. See note 3 below. 3. Claddings within zone 3 and/or w/areas affected by zone 2 on more than one side must be analized separately. WIND LOAD PRESSURE ON OVERHANG <7' 7<GLQ7 27<0<45 Ult.Press. Serv.Press. flag -y 0.00 1.00 0.00 Mark %OH in ea. Zone Overhang (GCp) [-] p [-] [ sf ] p [-] psf Roof 1: (wall 4,5) 0.00 0.00 0.00 0.00 Zone 1 Zone 2 Zone 3 0.00 0.00 0.00 0.00 Roof Zone 1 0.00 0.00 -2.20 -- 0.0 Roof 2: (wall 4)1 0.00 -2.20 0,00 -2.20 Roof Zone 2 at mid area 100.00 0.00 -2.20 -124.5 -74.7 0.00 1 -2.20 0.00 -2.20 Roof Zone 2 at comer 0.00 -2.20 -3.70 - 0.01 Roof 3:1 (wall 5)1 0.00 1 -3.70 0.00 -3.70 Roof Zone 3 100.00 -2.20 -3.70 -209.3 -125.6 0.00 1 -2.50 0.00 -2.50 .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. .. ... ... . ... . . . . . . . . . . . . . .. .. . .. . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. . . ... . . . ... . . 2 Project: KEVIN PINEIRO Task: CALCULATIONS STRUCTURAL DESIGN LOADS • ROOF TRUSS OR RAFTER LOADS DEAD LOAD • Trusses/Rafters 5 psf Mech. ducts & Misc. 5 psf Clg. & Insul. 5 psf Roofing 10 psf Factored Load Total DL = 25 psf 1.2 30.0 psf LIVE LOAD 30 psf 1.6 48.0 psf Total: 55 psf 1.42 78.0 psf WIND LOAD . . .... ...... As per attached Wind Pressure Calculation. See Sheet ClBdLG' ;,,,;, ...... . •, ...... WIND NET UPLIFT (For 1-story areas) ASCE 7-10 Applicable Load Combination: . . . . . .... .. .. ..... • Comb.?: 0.6D+0.6W D=Dead Load ...... . . ;••••• ..... „•„• W = Wind Load ...... .' 0.61) = 15 psf . . . . • ...... Designer's selection of Minimum D.L. for uplift calc.: • • • • • Use 0.6D or 10.0 psf whichever is smaller Roof Zone 1 x 0.6 = -36.7 psf Less minimum DL 10.0 psf Net Uplift = -26.7 psf Roof Zone 2 x 0.6 = -63.8 psf Less minimum DL 10.0 psf Net Uplift = -53.8 psf Is Project: KEVIN PINEIRO Task: CALCULATIONS TRUSS REACTION CALCULATION USING COMPONENT & CLADDING FORCES (FBC-2014 & ASCE 7-10) GRAVITY LOADS From Sheet'Load': Net Total Load, w = 55 psf MIff'771111211211l.• 1 U = Net Uplift Reaction G = Gravity Reaction Type Yes for application of the note below Note: Factor of 0.6 to ultimate wind -speed pressure has ALREADY been applied on sheet 'Load' From Sheet'Load: Net Zone 1 Uplift: p1 _ -26.70 psf From Sheet'Load': Net Zone 2 Uplift: pZ = -53.80 psf From Sheet'CladLo': a = 4.31 ft ,,, To account for Zone 2 at Interior areas, p, is affected by c = 1+ 4a/L • For Jack and Hip Trusses, p, is affected by c = 1+(2a/Lr)(p2-p1)/p1 • • • • • • • Max. value of c = 1 + (pZ-pl)lpl (when 4a > LT) for regular • • • 0 • •' • Max. value of c = 1 + (p2-pl)/pl (when 2a > LT) for jack trusses.or4a;aoslops Oroofc• • • . • For Girder -Trusses b = Trib. Width • • • • • • • ...... Uplift is a function of Gravity Reaction G as follows: ' .. • • •• U = ((cp1/w)-G + (p2-pi)-a-bj = -b• 0 iV • -0.485•c•G -118.7 Note: Where Zone 2 at support does not apply, 2nd factor is set to zero For all Typical Trusses Uplift is a function of Gravity Reaction G as follows: U = Qcp1 + (2•a/LT)-(p2-p1)1 / w)-G= ( -0A85ec-4.2461L T) • G Lb Note: Where Zone 2 at support does not apply, 2nd factor is set to zero e TRUSS AND RAFTER REACTIONS Ratter 1 - Wind Uplift Wind UpUft Wind Uplift Wind Uplift Wind Uplift Zone 2, a = 4.31 ft Zone 1 Zone 2, 2a = 8.62 ft Zone 1 Zone 2, a = 4.31 It Gravity Uniformly uteLoad b�bbh.- b�hbh'- 6�kbb' b�bbh.- mp-mpmgpgmpp"- mm�l — 0.00 7.00 L 1.00 —� Span, L = 7.00 It (C. to C. supports) Overhang, Los 1.00 ft C. supp. To edge, One Side Only Sldg+ • • + 6 O Truss Spacing, b = 3.00 ft Side: O* t e, B=Boat 0 *: • Single Overhang is always 99surhed at M 9QHT side ' . Member Type: T ( T = truss, G = Girder -truss) "':" ' **sees sees ISee talc of Uplift i .... i Total LT = 7.00 + 1.00 = 8.00 ft Apply ' ....' factor;yabple) ..... c = 2.01 Zone 2 .....Net U . RL = 55.00-3.00.7.00 / 2 = 578 Lb Y 660499 -8 ...... RR = 55.00.3.00•(7.00/2 + 1.00) = 743 Lb Y ; • • ; • ; -11120 Lob • , . . . . ...... _.. _ . �. �--- - ll:� psi �� -� Iq-coil jig ,_—._ — —..�——..-�-- .. - � —sees_ — .-�—� r---•---,. —IT— — — • sees sees sees.. sees.. I itle block line 1 Title: Job You can changes this area Dsgnr using the *Settings' menu item Project Desa.: and then using the 'Printing & Title Block' selection. Project Notes Title Block Line 6 I'Mad:15 JAN7ou, 9 DAM Wood Beam Design Fa«CNlsas�lENERCALCD30FiaY�e*jW475ooea 9 EMERCALC, 1A1C.1981201Q Ver. 111,03 Description: NEW WOOD BEAM REPLACE EXISTING BEAM _ Material Properties 6m Analysis Method: Allowable Stress Design Fb - Tension Load Combination 2006 IBC & ASCE 7-05 Fb - Compr Fc - Pdl Wood Wes : Southern Pine FFc v - P&p Wood Grade ; Dense Select Structural: 2" - 4" Thick Ft Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengffis First Brace starts at 3.0 ft from Left -IA Regular spacing of lateral supports on i of beam = 3.0 ft Calculations per IBC 2006, CBC 2007, 2006 NDS 2,050.0 psi E : Modulus of Efasticiry 2,050.Opsi Ebend-xx 1,900.0ksi 1,950.0 psi Eminbend - xx 690.0ksi 660.0 psi 175.0 psi 1,100.0 psi Density 35.440pd D(0.40) r(0.39) 1)(0.49) 00.39) D(0.49) 0.39) 1)(0,49) 39) 1)(0.49) 0.39) 0(0.49) 0.39) ••• • • ••• •••••• •••••• • •••••• • • •••••• tf W2 •••••• • �- �� Span =19.5on • • •••• • • • •• •• ••••• • • Applied Loads .. .. . Service bads entered. Load Factors willmbecappliedf or calculations •.•... • • • Beam self weight calculated and added to loads Load for Span Number 1 ' ..' .. ; • • • • UnKorm Load : D = 0.120, Lr = 0.090 k/ft, Tributary Width =1.0 ft, (GRAVITY) • Point Load : D = 0.490, Lr = 0.390 k 0 3.0 ft, (GRAVITY) Point Load: D = 0,490, Lr = 0.390 k p 6.0 ft, (GRAVITY) Point Load: D = 0.490, Lr = 0.390 k A 9.0 ft, (GRAVITY) Point Load : D = 0,490, Lr = 0.390 k 9?.12.0 It, (GRAVITY) Pant Load: D = 0.490, Lr = 0.390 k 0 15.0 ft, (GRAVITY) Point Load: D = 0.490, Lr = 0.390 k R 18.0 ft, (GRAVITY) DESIGN SUMMARY �� o Maximum Bending Stress Ratio = 0.8831 Maximum Shear Stress Ratio = 0.486 : 1 Section used for this span 8x12 Section used for this span 8x12 fb : Actual 1,810.05 psi IV: Actual _ 85.12 psi FB : Allowable 2,050.00psi Fv : Allowable 175.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.068ft Location of maximum on span = 18.623ft Span # where maximum occurs = Span # 1 Span #where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.398 in Ratio = 587 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.950 in Ratio = 246 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for load Combinations Load Combiriallon Max Stress Ratios Summary of Moment Values Summery of Shear Values Segment Length Span # M V C d Madual ftW*n Fb-allow Vactual fwdesign Fv-allow Length = 2,925 ft 1 0.262 0.259 1.000 7.39 536.62 2,050.00 2.61 45.39 175.00 Length = 3.023 R 1 0.436 0.259 1.000 12.32 894.14 2,050.00 Z32 45.39 175.00 Length = 3.023 it 1 0.512 0.259 1.000 14.46 1,049.70 2,050.00 1.40 45.39 175.00 Length = 3.023 ft 1 0.513 0.259 1.000 14.47 1,050.70 2,050.00 0.49 45.39 175.00 You can changes this area Dsgnr: using the "Settings' menu item Project Desc.: and then using fhe'Printing.& Project Notes: Title Block' selection. Title Block Line 6 i'rinled: 15 JAM 2017, S3DAM W1__ .. _--___ _ T - ___�..-Fier C10wsWa isitr*6 bam�e )ENERCALC Data Fiks*evM Ommecii Wood Beam Design ENERCALC,INC. 19832010,Ver6.1.03 •, -1 ...- Description : NEW WOOD BEAM REPLACE EXISTING BEAM Load Combination Max Sbm Ratios Summary of Moment Values Summary of $hearVakm Segment Length Span# M V Cd Madual tbd gn Fbatiow Vaduai N-design Fwalow Length =.2.925 it 1 0.489 0.259 1.000 13.82 1,003.30 2,050.00 1.33 45.39 175:00 LL'11}nYf J.VLJ U { V.J!'J V.W� t.VVu IV:W . VY.•tL lyVJV.W L.CJ •f J.J.I tl J.VV Length =1.560 it 1 0.156 0.282 1.000 4.42 320.59 2,050.00 2.84 49.32 175.00 +D+L+H Length = 3.023 ft 1 0.512 0.259 1.000 14.46 1,049.70 2,050.00 1.40 45.39 175.00 Length = 3.023 ft 1 0.513 0.259 1,000 14.47 1,050.70 2,050.00 0.49 4539 175.00 C�011 0.102 1.13 t3.u2 1.003,30 2.50.0.0 1.33 45.39 175.00 y'Ictl ih1111 i�l.'� 'TkA A7 711crrM hoc Ae 4f1 +7cM Length =1.560 ft 1 0.156 0 282 1.000 4.42 320.59 2,050.00 2.84 49.32 175.00 +D+LrFH Length = 2.925 it' 1 0,451 0.445 i.i>iiii i 1, r J W4.4v c,UOU w a.va c Omo i e v.w Length = 3.023 it 1 0.751 0.446 1.W5 .e i ie 1.54u516 imaumu f.ut r a un i r UAM Length = 3.023 ft 1 0.882 0.446 1.000 24.91 1,808.37 2,050.00 2.44 7.Bs0¢. 175.00 Length = 3.023 A 1 0.*3 0.446 1.000 24.94 1,810.05 2,050.00 0.86 .78. 175.00 Leno81= 2.925 it 1 0.843 0.446 1.000 23.81 1.728.63 2.050.00 2A29. IM O 175.17t1 0 * yo•• �w� - 3 m3 n 1 n.843 ^.4413 + mo 1n•15 1317.25 ZOV54.00 • •3.86• o78.06 o 175.00 • Length =1.560 It 1 0.270 0.486 1.000 7.62 552.99 2,050.00 ...486. • • • 175." ... . +0+0.750Lr+0.750L+H Length•= 2.925 It 1 - 0.404 0.399 1.000 11.40 827.38 2.050.00 • • 4,02 --MA- 175& ... Length = 3.023 It 1 0.673 0.399 1.000 18.99 1,378.73 2,050.00 . "3'1%. .&.89 175.d0 ' Length = 3.023 It 1 0.790 0,399 1.000 22.30 1,618.70 2,050.00 • "16 ON9 • • 175,10 • • • Length = 3.023 It 1 0.790 0.399 1.000 22.32 1,620.21 2,050.W • ..t176. .69.89. 175.(4900 Length = 2.925 It 1 0,755 0.399 1.000 2132 1;547.30 2,050.00 .. %qr ; AM- - 175:00. • • Length = 3.023 It 1 0.575 0.399 1.000 16.24 1,179.04 2,050.00 3.46 69.89 175. • Length =1.560 It 1 0.241 0.435 1.000 6.82 494.89 Z050M : �35: 76.* 175.00 • • • • • • Overall Maximum Deflections • Unfactomd Loads Load Combindon Span Max. ' ' Ded Location in Span _ Load Combination : Maw +',Deft Location in Spec : • • • • .. . . .. . • V+L. u 1 V.a 9l a.u-... ..._..-- ....-._.... Vertical Readons • Unfactored Support notation : Far left is #1 Values in KIPS Load Combluaiion Support 1 Support 2 D Only 2.734 2.960 Lr Only 1.958 2.138 r?+t.+Lr 4 691 5 n48 (Dw Title Block Line 1 You can changes this area using the *Settings' menu item and then using the'Printing & Title Block' selection. Title: Job # Dsgnr, Project Desc.: Project Notes: Mod: i Wood Beam Design rim;t-%sea "e11"`�"mar-PK%•O'•°° I 9 �r�Lc, W-1902010, var. s.l.03 I REPLACE EXISTING BEAM W I fvc) _ Material Properties _ Calculations per 113C 2006, CBC 2007, 2005 NOS Analysis Method: Allowable Stress Design Fb - Tension 2,050.0 psi E : Modulus of Elasfi* Load Combination 2006 IBC & ASCE 7-05 Fb - Compr 2,050.0 psi Ebend- xx 1,900.Oksi Fc - Poi) 1;950.0 psi F-minbend - xx 690.Oksi Wood Species : Southern Pine Fc - Perp 660.0 psi Wood Grade : Dense Select Structural: 2" - 4" Thick Fv 175.0 psi Ft 1,100.0 psi Density 35.440pcf Beam Bracing : Beam bracing is defined as a set spacing over all spans Unbraced Lengths _ _Y-- First Brace .starts at 3.0 ft from Left -Most support Regular spacing of lateral supports on length of beam = 3.0 ft .66) w(-1•M) W2 rM Span =19.50 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: W = -0.120 k/ft, Tributary Width =1.0 ft, (UPLIFT) Point Load: W = -1.050 k (a? 3.0 ft, (GRAVITY) Point Load: W = -1.050 k 0 6.0 ft, (GRAVITY) Point Load: W = -1.050 k 0 9.0 ft. (GRAVITY) Point Load: W = -1.050 k JD 12.0 ft, (GRAVITY) Point Load : W = -1.050 k @ 15.0 ft, (GRAVITY) Point Load: W = -1.050 k D 18.0 ft, (GRAVITY) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.771: 1 Section used for this span 8x12 fb : Actual 1,580.74psi FS : Allowable 2,050.00psi Load Combination -�0.60D+W+H Location of maximum on span - 9.068ft Span # where maximum occurs = Span # 1 Maximum Deflection . . ... ••.... ....•. • ...... •••• •• •• ••••• •••••• • • ••••• •• •• • •••••• • Service loads entered. Load Factor; will:be:applied for calculations. . •••• 0*009 • . • •• • . •• • • •••• Maximum Shear Stress Ratio Section used for this span IV: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.039 in Ratio = 6071 Max Upward Total Deflection -0.850 in Ratio = 276 Maximum Forces & Stresses fa Load Combinalioon Segment Length Span # Loan Comb'tnaVons _ Max Stress Radio M V C Length - 2.925 ft 1 0.018 0.019 1.000 0.61 Length = 3.023 ft 1 0,030 0.019 1.000 0.86 Length = 3.023 ft 1 0.035 0.019 1.000 1.00 Leath = 3.023 ft 1 0.t136 0.019 1.000 1.01 37.35 2,050.00 62.10 2,050.00 72.77 2,050.00 7124 2,050.00 = 0.432 : 1 8x12 75.55 psi 175.00 psi +0.60D+W+H 18.623 ft Span # 1 __. Surninary of Shear Va" Vactual tv-design Fv-albw 0.19 3.28 175.00 0.14 3.28 175.00 0.08 3.28 175.00 0.05 3.28 175,00 `_. ;;6- Block Line'1 You can changes this area usinq [he'Settinlgs' menu item and then using the 'Printing & Title $lock' •selection. T hie : .lob # Dsgnr. Project Desc.: Project Notes: 13JAN2017, PO" Woolf Beam Design trth;ra[: hxhta raesvx�h PAWWO.6 5 9 License Owner:j- 9 Lc. INC.1t1�10fQ 1kr: 6.1.03 Description : NEW WOOD BEAM REPLACE EXISTING BEAM Load Co binatton Max Shams Rates Summary of Moment VaWm Summary of Sheer Velm Segment Length Span # M V C d Mactual fb-design Fb aloes Vactual - - � - fv-design fv-ahow Length = 2.925 ft 1 0.034 0.019 1.000 0.96 69.37 2,050.00 0.11 3.28 175A0 lit giT = 3.G73 ft i U.G ; C19 1 ^vGG C.73 52N7 2,050.00 0.17 3.2C 175.00 Length =1.660 It 1 0.011 0.019 1,000 0.30 21.56 2.050.00 0.19 3.28 175.00 4D+L+H Leng. % = 2.925 R 1 0.018 0.019 1.000 0.51 57 -.`, 200.00 Length = 3.023 ft 1 0,030 0.019, 1.000 0.86 521Q 2,05h1.lk1 UN 'f `26 17"11PJ Length = 3.023 ft 1 0.035 0.019 1.000 1:00 ' 72.77 2.050.00 0.08 3.28 175.00 Length = 3,023 ft 1 0.036 0.019 1.000 1.01 73.24 2,050.00 0.05 3.26 175M Length = 2.925 ft 1 0.034 0.0% 1:000 O.B6 69.37 2,050.00 0.11 3,28 175.00 Length = 3.023 ft 1 0.026 0,019 1 A00 0.73 52.67 2;050MO 0.17 328 175.00 Length =1.560 It 1 0,011 0.019 1.000 0.30 21.56 2,050.00 0.19 3.28 175.00 4D4Lr+H Length = 23Z 1 1 0.018 OA19 1.000 0.51 37.35 2,050.00 0.19 328 175M Length = 3.023 ff 1 0.030 0.019 1.000 0.86 62.10 2,050.00 0.14 326 175.. Length = 3.023 ft 1 0.035 0.019 1.000 1.00 72.77 2,050.00 0.08 3.28 175:00 Length = 3,023 It 1 0.036 0.019 1.000 1.01 73.24 2,050.00 0.05 , TA • . 175.00 two = 2.925 ft 1 0.034 0,019 1.000 0.96 69.37 2,050.00 • Oil 4M • 175,000 • • • • Lao = 3.023 ft 1 0.026 OA19 1A00 0.73 52.67 2,050.00 • ..67: . 3.28. 175.00 . Lerio =1.560 ft 1 0.011 0,019 1.000 0.30 21.56 2,050.00 ...Q19. ; "• • 175.Qp. . . ; +D+W+H • Length = 7-925 ft 1 0.386 0.376 1.000 -10.90 791.18 2,050.00 • 65,81 175.(1.... ; Length =3.023 It 1 0.644 0.376 1.000 -1$.18 1,319.63 2,050.00 • • •3►AE. �05.81 : 175.00 • Length = 3.023 ft 1 0.756 0.376 1.000 -21.36 1,550.50 2,050.00 • 02120 65s8 .. 175.00.... Length = 3.023 ft 1 0.757 0.376 1,000 -21.37 1,551.58 2,050.00 ...a$p�8. .65.81, 175.tp. ; • • Length = 2.925 ft 1 0.724 0.376 1.000 -20.44 1,483.78 2,050.00 •1.80• • OW • • 175,00 Length = 3.023 It 1 0.552 0.376 1.000 -15.60 1,132.26 2,050.00 fit ' 65.81 175.d0• •' ; ' Length =1.560 ft 1 0234 0.424 1.000 -6.61 479.90 2,050.00 ; • elm: 74.24 175.00 • +0+0.75OLr40.75OL40.750W+H • • . . • ...... Length = 2.925 It 1 0.285 0.277 1.000 -8.05 584,05 •2,050.00 . 2.7.9 ; 49bA' ' 175. fp • Length = 3.023 ft 1 0.475 0.277 1.000 -13.42 97420 2.050.00 265• 48.54 175.90� • • • • Length = 3.023 ft 1 0.558 0.277 1.000 -15.77 1,144.68 2,050.00 • ,1.65• : 48 * . 175.OD Lergt h = 3.023 It 1 0.559 0.277 1.000 -15.78 1,145,47 2,050.00 0.66 118!64• 175DO Length = 2.925 It 1 0.534 0.277 f.000 -15.09 1,095A9 2,050.00 1.32 48.54 175.00 Length = 3.023 It 1 0.408 0.277 1.000 -11.52 836.03 2,050.00 2.32 48.54 175:00 L&Vlh =1.560 ft 1 0.173 0.313 1.000 -4.88 354.54 2,050.00 3A5 54.86 175.00 +D40. 7.W4n-7.9'K40. 75r)W+H Lerglh = 2,925 ft 1 0.285 0.7n .1.000 -8.05 584.05 2,050.00 2.79 48.54 175.00 length = 3.023 ft 1 0.475 0277 1.000 -13.42 974.20 2,050.00 2.65 48.54 175.U0 Length = 3.023 It 1 0.558 0277 1.000 -15.77 1,144.68 2,050.00 1.65 48.54 175.00 Length = 3.023 it 1 0.559 0.277 1.000 -15.78 1,145.47 2.050.00 0.66 48.54 175.00 Length = 2.925 ft 1 0.5m 0-7n t A00 -15.09 1,095.49 2,050.00 1.32 48.54 175.00 Length = 3.023 It 1 0,408 02n 1.000 -11,52 836,03 2,050.00 Z32 48.64 175.00 Length =1,560 ft 1 0.173 0.313 1.000 -4.68 354.54 2,050.00 3A5 54.86 175.00 +0.60D+W4H Length = 2.925 it 1 0.393 0.384 1.000 -11.11 806.12 2,050.00 3.86 67.12 175.Gu Length = 3.023 it 1 0.656 0,384 1.000 -18.52 1,344A7 2,050.00 3.64 67.12 175.00 Length = 3.023 ft 1 0.771 0.384 1.000 -21.76 1,679.61 2.050.00 2.27 67.12 175.00 Length = 3.023 ft 1 0.771 0.384 1.000 -21.78 1,580.74 2,050.00 0.89 67.12 175.00 LwO = 2.925 ft 1 0.737 0.384 1.000 -20.82 1,511.52 2,050.00 1.85 67.12 175.00 Length = 3.023 ft 1 0.563 0.384 1.000 -15.89 1,153.32 2,050.00 3.22 67.12 175.00 Length=1.560It 1 0.238 0.432 1.000 -6.73 488.53 2,050.00 4.34 75,55 175.00 Overall Maximum Deflections - Unfactored Loads Load Combination span Max. • Del 0.0000 .'+ Deft Locatiom in Span -0.8504 Ow - Vertical Reactions - Unfactored Support notation : For left is #1 Valties in KIPS Load Combination Support 1 Support 2 Owell MAYJrnurn � 4.078 .56 0 Ony 0.207 0.207 W Ony -4.078 -4.%2 Location in Span Load Combination 0.000 W Only Title Block tine 1 Title: Job # You can changes this area Dsgnr using the'Settklgs' menu item Project Desc.: and then using the 'Printing & Projed Notes: Title Block' selection. Title Block Line 6 Pfted:15 JAN 2017. 9:3WA _ Steel Column Fkc RCALCData Reekninomhoec66 ENERGLG IV-19834VA vw: V.03 N License Owner. Description ; NEW STEEL COLUMN General information Cade Ref : 2006 IBC, AISC Manual 13th Edition _ Steel Section Name: HSS4X4X114 Overall Column Height 13.50 it Analysis Method: 2006 IBC & ASCE 7-05 Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield 46.0 ksi Brace condition for deflection (buckling) along columns: E : Elastic Bending Modukm 29,000.0 ksi X-X (width) axis : Unbraced Length for X-X Axis buckling=13.5ft, K =1.0 Load Combination: Allowable Stress Y-Y (depth) axis :Unbraced Length for Y-Y Axis buckling =13.5 ft, K =1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :164.44 Ibs' Dead Load Factor AXIAL LOADS ... GRAVITY: Axial Load at 13.50 it, D = 2.960, LR = 2A40 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1216 :1 Maximum SERVICE Load Reactions.. . 0000 . Load Combination +D+Lr+H Top along X-X : 0.41c. • • • • • • • • • Location of max.abave base 0.0 ft Bottom along X-X •0.0 k' ; ... ; . • At maximum location values am... Top along Y-Y • •ff.01c• • • • • • • • Pu : Axial 5.264 k Bottom along Y-Y • 0.61r • • Pn I Omega: Allowable 43.293 k .... Mu-x : Applied 0.0 k-ft Maximum SERVICE Load Deflection i L .. .: .... . Mn-x I Omega : Alowable 10.765 k-ft Along Y-Y 0.0 in 4.:.:• . O.Qft atpve base. • for load combination : Mu-y : Applied .... :***Go 0.0 k-ft ...... Mn-y I Omega : Allowable 10.765 k-ft Along X-X 0.0 in at* • • • • O.Oft above base for load combination PASS Maximum Shear Stress Ratio = 0.0 :1 • Load Combination .. . .. Location of max.above base 0.0 it ' .:.. At maximum location values are ... Vu : Ap*d 0.0 k Vn I Omega: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.072 _ PASS 0.00 ft 0.000 PASS 0.00 ft +D+L+H 0.072 PASS 0.00 ft 0.000 PASS 0.00 ft +D+Lr+H 0.122 PASS 0.00 ft 0.000 PASS 0.00 it +D+0.7501-r+0.750L+H 0.109 PAS$ 0.00 ft 0.000 PASS 0.00 it Maximum Reactions - Unfactored Note: Only non -zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @! Top @ Base @ Top D Only Lr Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Delledon Distance Max. Y Y Deflection Distance D Only 0.0000 In 0.000 it 0.000 in 0.000 It Lr Only 0.0000 In 0.000 ft 0.000 In 0.000 It Steel Section Properties : HSS4=114 rD Tile Blod-Une 1 Title: Job # You can changes this area Dsgnc using the'Settings' menu item Project Desc': and then using the Trinting & Project Notes; Title Block' selection. Title Block line 6 NWld:15 JM 2017, 9:3WA Steel Column 00 a EWRCALCftENEW&C. , ft 63103 Description: NEW STEEL COLUMN Steel Section Properties.:__ HSS4X4X1/4 Depth = 4.000 in I xx — _— — 7.80 M"4 ^ J = 12.800 InA4 Web Thick = 0.000 in S xx = 3.90 W3 Flange Wxtlh 4.000 in R roc 1,520 in Flange Thick = 0.250 in Arm = 3.370 W2 I yy = 7.800 W4 Weight = 12.181 p# S yy = 3.900 In"3 R yy 1.520 In Yog = 0.000 in Loods wo tole{ eMwwl "*w. A"r do"..Ud ■Oudul• w" •ctiwk .. oc arn:h one i Title: Job # You can changes this area using the 'Settings' menu item usgnc Project Desc.: and then using the'Printing & Title Block' selection. Project Notes: Title Block Line 6 PriNmd:15 JAN mu, s5SW --- A Design 9 Wall Footing �G "�ALCO'' RmftWn �'� gfflr u.c, wc. >I�Zbra var s.t.a► License Owner... Description: CHECK EXISTING FOTING AT CHIMNEY General Information Calculations per IBC 2006, CBC 2007, ACt 318-06 Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bear' = Bea' 2.0 ksf m Fy ; ReYield= 60.0 ksi Increase Bearing Weight = Yes Ec : Concrete Elastic Modulus = 3,122.0 ksi Sal Passive Resistance (fa Sliding) = 250.0 pef Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 d? Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Reference Depth below Surface = ft Min Steel % Bending Reinf. = 0.00140 Allow. Pressure Increase per foot of depth _ ksf Min Allow % Temp Reinf. = 0.00180 when base footing is below - It Min. Overturning Safety Factor = 1.50 :1 Increases based on footing Width Min. Overturning Safety Factor = 1.50 :1 Allow. Pressure Increase per foot of width = ksf AutoCatc Footing Weight as DL Yes when footing is wider than = It Dimensions Reinforcing ,... Footing Widf = 1.330 it Footing Thicknes = 10.0 in Bars along X-X Ax& Wall Thickness = 4.0 in Rebar Centerline to Edge of Concrete.. Number of Bar: " _ :... ; . 1.0 ' Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Srze• _ # 5 from oenter of fooling = 0 in ' • " • • • :.. • • •C•• • • • Z •••••• • • •• of •• • I• •••••• • • • • • 000 a • • • • • • •• p b •••• z x z Loads _ D Lr L S W E H P : Column Load = 1.360 1.0 k OB : Overburden = ksf M-zz = k-ft Vx applied = in above top of footing DESIGN SUMMARY I T-;;w st►' .� _� Min. Ratio Item Applied Capacity Goveming Load Combination PASS 0.8936 Soil Bearing 1.895 ksf 2.121 ksf +D+Lr+H PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01637 Z Flexure (+X) 0.3197 k-ft 19.530 k-ft +1.20D+1.60Lr+0.50L PASS 0.01637 Z Flexure (-X) 0.3197 k-ft 19.530 k-ft +1.20D+1.60Lr+0.50L PASS n/a 1-way Shear(+X) 0.0 psi 93.113 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a l) „..� T4IlNY i inp l 746 - 1/lt1 II - You can changes this area 0swr using the'Settings' menu item Project Desc.: and then using the `Printing & Project Notes : Title Block' selection. Title Block Line 6 RiMad:15 uw 2017, 9 59MI Wall Footing Design � � °er. 0 ENERCALQINN & Description: CHECK EXISTING FOTING AT CHIMNEY Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio Z-Z. +D 2.121 ksf 0.0 in 1.143 ksf 1.143 ksf 0.539 Z-Z. +D+L+H 2.121 ksf 0.0 in 1.143 ksf 1.143 ksf 0.539 Z-Z. +D+Lr+H 2.121 ksf 0.0 in 1,895 ksf 1,895 ksl 0.894 Z-Z. +D+0,750Lr+0.750L+H 2.121 ksf 0.0 in 1.707 ksf 1.707 ksf 0.805 Overturning Stability Rotation Axis & Load Combination... _ Overturning Moment _Resisting Moment Stability Ratio_ Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding Sa Ratio ."�ialus Footing Has NO Sliding • • : • Footing Flexure .. . . • • • • • . • • ; �, • • ; • Footing Flexure Load Combination... Which Tension @ Bot. Mu Side ? or Top ? As Req'd Gvm. As Actuarks • • • Phi-Mn' Static •. •: Z-Z. +1.40D 0.1988 k-ft -X Bottom 0.0084 in2/ft Calc'd kmdina 0.620f1iWJj ITU I,j ; +1.40D 0.1988 kdf +X Bottom 0.0084 in2/ft Cak'd Bending 0.6200 19 530 k 0.62 A : 1 Wik r:64.Z-Z. •" Z-Z. +1.20D+0.50Lr+1.60L+1.60H 02170 k-ft -X Bottom 0.0092 in2lft Caldd Bendino Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.2170 k-ft +X Bottom 0.0092 in21ft Calc'd Bendina 0.620OiR2/R • 1 M. k-ft OR**:* Z-Z. +1.20D+1.60Lr+0.50L 0.3197 k-ft -X Bottom 0.0135 in2l t Gala Bendfra 0.62ONQ/14 • • 19.5301c-ft OK . Z-Z. +1.20D+1.60L.r+0.50L 0.3197 k-ft +X Bottom 0.0135 in2lR Calc'd Bendina 0.62OU2/6 : 19M k4t 0K ..:. One Way Shear : • • • •' a . Load Combination... Vu @ •X Vu @ +X Vu:Max Phi Vn Phi'Vn 11ru.. • ltatus . •. : • • • •: +1.40D 0.0 Dsi 0.0 psi osi 0.0 osi 93.113 osi 0.0 OK • • • +1.20D+0.50Lr+1.60L+1.60H 0.0 psi 0.0 psi Dsi 0.0 psi 93.113 psi 0.0 OK +1.20D+1,60Lr+0.50L 0.0 psi 0.0 osi DSI 0.0 psi 93.113 DsI 0.0 OK Title Block Line 1 Title: Job # You can changes this area Dsgnc using the "Settings' menu item Project Desc.: and then using the 'Printing & Project Notes: Title Block' selection. HOW: JAN 2017.10:05M4 General Footin Desi n "`u" """"�.""' "�'o"""�""` "�'romwam'""•"."� J 9 ENEWALC.1l4C.19llX201a ver: s.1M Description: 0 0 F%-,o n F, Genera, information r' Material Properties fc : Concrete 28 day strength = Fy : Mbar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (D Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. - Min. Overturning Safety Factor = Min. Sliding Safety Fads = AutoCalc Footing Weight as DL AutoCalc Pedestal Weigh(as DL Dimensions Width along X X Axis = Length along Z-Z Axl = Footing Thidmes = Load location offset from footing center... ex : Along X-X Axis = ez : Along Z-Z Axis = Pedestal dimensions... px : Along X-X Axis = pz : Along Z-Z Axis Rebarht Centedine to Edge of Concrete.. at Bottom of footing = Reinforcin E4ir771SW1M- Im� Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values 3.0 ks( Allowable Soll Bearing 60.0 ksi Increase Bearing By Footing Weight 3,122.0 ksi Soil Passive Resistance (for Sliding) 145.0 pd SaUConcrete Friction Coeff. 0.90 0.750 Increases based on footing Depth 0.00140 Reference Depth below Surface Allow. Pressure Increase per foot of depth 0.00180 when base footing is below 1.50 1.50 :1 Increases based on footing Width Yes Allow. Pressure Increase per foot of width No when footing is wider than 2.0 ft 2.0 It 12.0 in 0 in 0 in 0.0 in 0.0 in 0.0 in 3.0 in Bars along X-X Axis Number ofBars, = 3.0 Reinforcing Bar Size = # 5 Bars along Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Sizr = # 5 BandvAdth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.0 kst No 250.0 pcf 0.30 �{ •••• Mao. 0.0 ksf O. ksf kk• • •i •• x-x S•cdon Looanp to *2 3 / Aam Z-Z section Looklnp to +,X D Lr L S W E N P : Column Load = 2.960 2.140 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0:0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = - -- 0.0 _-- 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 4 Title Block line t Title : Job # You can changes this area Dsgnr using the "Settings' menu item Project Desc.: and then using the'Printing & Project Notes Title Black' selection. Title Block Line 6 Pflr)W. 15 AM 2017, M.OWA General Footing Design Rk a rEre=acucoar&Faeaus*OrAV.«e 9 g ENERCr1LC, INC. 1963•M, Vac &1.03 Deception -None- DESIGN SUMMARY bx-4e r Mfn. Ratio Item Applied Capacity Goveming Load Combination PASS 0.710 Sal Bearing 1.420 ksf 2A ksf +D+U+H PASS Na Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS Na Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding 000000 PASS n!a Uplift 0.0 k 0.0 k No Uplift • • • • PASS 0.07040 Z Flexure (+X) 0.9588 k-ft 13.620 k-ft +1.2015•1!60A.50L • • • • PASS 0.07040 Z Flexure (-X) 0,9588 k-ft 13.620 k-ft +1.209-0980kn0.501. • PASS 0.07040 X Flexure (+Z) 0.9588 k-ft 13.620 k-ft +1,209+AW.50L • PASS 0.07040 X Flexure (-Z) 0.9588 k-ft 13.620 k-ft 1120 PASS 0.05188 1-way Shear (+X) 4.262 psi 82.158 psi + 1.6W40.501 • • • • • PASS 0.05188 1-way Shear (-X) 4.262 psi 82.158 psi +1.209+1.601w0.501. . PASS 0.05188 1-way Shear (+Z) 4.262 psi 82.158 psi +1.20Di1 WO40.50L : • • • • • PASS 0.05188 1-way Shear (-Z) 4.262 psi 82.158 psi +1.20P*Ufi01v0.50L PASS 0.1226 2-way Punching 20.139 psi 164.32 psi +1.200+1.801.&0.501. . Detailed Results • Soil Bearing • • • • • • Rotation Axis & Actual Soil Bearing Stress Actu lowabie Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X. +D 2.0 n/a 0.0 0.8850 0.8850 Na Na 0,443 X-X, +D+L+H 2.0 n/a 0.0 0.8850 0.8850 n/a Na 0.443 X-X. +D+t,r+H 2.0 n/a 0.0 1.420 1.420 nla Na 0.710 X-X. +D+0.750Lr+0.750L+H 2.0 n/a 0.0 1.286 1.286 Na n/a 0.643 Z-Z, +D 2.0 0.0 Na n/a n/a 0.8850 0.8850 0.443 Z-Z, +D+L+H 2.0 0.0 n/a n/a n/a 0.8850 0.8850 0.443 Z-Z. +D+Lr+H 2.0 0.0 Na Na Na 1.420 1.420 0,710 Z-Z, +D+0.750Lr+0,750L+H 2.0 0.0 n/a Na Na 1.286 1.286 0.643 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure --_ Footing Flexure Which Tension @ BoL Load Combination... Mu Side ? or Top ? As Req'd Gvm. As Actual As Phi"Mn Status X-X, +1.40D 0.6194 k-ft +Z Bottom 0.02 in2tft ACI 10.5 0.47 in2Mt 13.620 k-ft OK X-X. +1.40D 0.6194 k-ft -Z Bottom 0.02 in2/ft ACI 10.5 0.47 in2/tt 13.620 k-ft OK X-X, +1,20D+0.50Lr+1.60L+1.60H 0.6646 k-ft +Z Bottom 0.02 in2At ACI 10.5 0.47 in2/ft 13.620 k-ft OK X-X, +1.20D+0.50Lr+1.60L+1.60H 0.6646 k-ft -Z Bottom 0.02 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK X-X, +1.20D+1.60Lr+0.50L 0.9588 k-ft +Z Bottom 0.03 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK X-X, +1.20D+1.60Lr+0.50L 0.9588 k-ft -Z Bottom 0.03 ln2/fl ACI 10.5 0.47 kM 13.620 k-ft OK Z-Z- +1.401) 0.6194 k-ft -X Bottom 0.02 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK Z Z- +1.401) 0.6194 k-ft +X Bottom 0.02 in2/ft ACI 10.5 0.47 in2nt 13.620 k-ft OK Z-Z- +1.20D+0.50U+1.60L+1.60H 0,6646 k-ft -X Bottom 0.02 in2/ft ACI 10.5 0.47 in2i t 13.620 k-ft OK Z-Z. +1.20D+0.50Lr+1.60L+1.60H 0.6646 k-ft +X Bottom 0.02 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft, OK Z-Z. +1.20D+1.60Lr-450L 0.9588 k-ft -X Bottom 0.03 in2/ft ACI 10.5 0.47 in2/ft 13.620 k-ft OK Z-Z. +1.20D+1.60Lr+0.50L 0.9588 k-ft +X Bottom 0,03 in2/ft ACI 10.5 0.47 in2lft 13.620 k-ft OK One Wav Shear Load Combination... Vu @ -X Vu it +X vu @ -Z Vu@ +Z Vu:Max Phi Vn Phi"Vn I Vu Status +1.401) 2.753 vsf 2.753 osi 2.753 Dsi 2.753 osi 2.753 Dsi 82.158 Dsi 0.03351 OK +1.20D+0.50Lr+1.60L+1.60H 2.954 nsi 2.954 Dsi 2.954 psi 2.954 osi 2.954 Dsi 82.158 osi 0.03596 OK +1.20D+1.60Lr+0.50L 4.262 Dsl 4.262 Dsi 4.262 Dsi 4.262 Dsi 4.262 Dsi 82.158 Dsi 0.05188 OK ��i Title Block Line 1 Tide: Job # You can changes this area Dsgnr using the'SetGngs' menu item Project Desc.: and then using the 'Printing & Project Notes: Title Block' selection. Tide Block Line 6 PM*d: 15.m 2017.10..OW.1 Genera! Footing Design Ftl° � " EHERCALQM, Oda a�maV'' a Desk r"m : -None- Punching Shear Load Combination... Vu PhieVn Vu / Phi'Vn Status +1.40D 13.009 osi 164.32osi 0,07917 01K +1.20D40.50Lr+1.60L+1.60H 13.960 osi 164.32osi 0.08496 OK +1.20D+1.60Lr+0.501- 20.139 osi 164.32osi 0.1226 OK . . .... ...... Goose. ...Gee . ...... ...... ....G .. .. ..... ...... . . G.e.. .. .. . .s.ee. . . . . . . ...... ..... . .. . . .e Title Blocic Line 1 You can changes this area usinq the'Settlngs' menu item and then using the 'Printing & Title Block' selection. -( General Footing Design rUWxTh tiorl ; .NEW FOOTING BELOW STEEL COLUMN General Information Material Properties fe : Concrete 28 day strength = Fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = cp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Oveduming Safety Factor = Min. Sliding Safety Factor = AutoCalc Footing Weight as DL AutoCalc Pedestal Weight as DL Dimensions Width along X-X Axis = Length along Z-Z Axi = Footing Thic knes = Load location offset from footing center... ex: Along X-X Axis = ez : Along Z-Z Axis = Pedestal dimensions... px : Along X-X Axis pz : Along Z-Z Axis Hei ht Rebar Centerline to Edge of Conaele.. at Bottom of footing = Reinfomin 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 0.00140 0.00180 1,50 :1 1.50 :1 Yes No 4.0 ft 4.0 it 10.0 in 0 in 0 in in in in 3.0 in Bars along X-X Axis Number of Bar: = 3.0 Reinforcing Bar Size = # 5. Bars along Z-Z Axis Number of Bar` = 3.0 Reinforcing Bar Sizc = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads b Title: Job # Dsgnr. Project Desc.: Project Notes: PdWed:15 JM 2017,10:2WA Fite: C:WsersA*=*dxV=0enlSlENERGALC Oda Fiks%* pines "06 ENERCALC. WC.1963.2010. Ver: 6.1.03 Calculations per IBC 2006, CBC 2007, ACI 318-05 Soil Design Values Allowable Sal Bearing Increase Bearing By Fooling Weight Soil Passive Resistance (for Sfiding) Soil/Concrete Friction Coeff. Increases based on footing Depth Reference Depth below Surface Allow. Pressure Increase per fool of depth when base footing is below Increases based on footing Width Allow. Pressure Increase per foot of width when footing is wider than = 2.0 ksf No 250.0 pcf = 0.30 A _ D Lr L S W E H P : Column Load = 5.480 0.0 -4.350 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k Title Block Line 1 You can changes this area using the'Settings' menu item and then using the'PrhUng & Title Block' selection. General Footing Design Title. Job 4 Dsgnr. Project Desc.: Project Notes PrkW: 15 JAN 2017.10:21M+ 1W-1902010. Ver. &1.03 Description : NEW FOOTING BELOW STEEL COLUMN DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.2317 Soil Bearing 0.4633 ksf 2.0 ksf +D+Lr+H PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS 1.023 Uplift 4,350 k 4.448 k +0.60D+W • • • • • • PASS 0.2415 Z Flexure (+X) 1.297 k-ft 5.372 k-ft +1 VD. • • • • • • • • � • PASS 0,2415 Z Flexure (-X) 1.297 k-ft 5.372 k-ft *1!40D• • • • • • • PASS 0.2415 X Flexure (+Z) 1.297 k-ft 5.372 k-ft •+1.400• • • • • • PASS 0.2415 X Flexure (-Z) 1.297 k-ft 5.372 k-ft 0411.401)0 • PASS 0.1353 1-way Shear (+)) 11.120 psi 82.158 psi +1+400 : • • • • PASS 0.1353 1-way Shear (-X) 11.120 psi 82.158 psi • •1e40D• • • • • • • • • • • PASS 0.1353 1-way Shear (+Z) 11,120 psi 82.158 psi .+1%M ..:.. • PASS 0.1353 1-way Shear (-Z) 11.120 psi 8ZI58 psi • • ,40D• • • • • • ...... PASS 0.3153 2-way Punching 51.813 psi 164.32 psi . t'440D. .' • Detailed Results . . . . ...... Soli Bearing • • • • • • • Rotation Axis & Actual Soil Bearing Stress Actual 1Uiveble Load Combination... Gross Allowable Xecc Zecc +Z +Z -X •X • • Wo X-X, +D 2.0 n/a 0.0 0.4633 0.4633 n/a n/a 0.232 X-X. +D+L+H 2.0 n/a 0.0 0.4633 0.4633 Na n/a 0,232 X-X. +D+Lr+H 2.0 n/a 0.0 0.4633 0.4633 n/a n/a 0.232 X-X, +D+W+H 2.0 n/a 0.0 0.1915 0,1915 n/a n/a 0.096 X-X. +D+0.750Lr+0.750L+0.750W+H 2.0 n/a 0.0 0.2594 0.2594 Na n/a 0.130 X-X, +D+0.750L+0.750S+0.750W+H 2.0 n/a 0.0 0.2594 0.2594 n/a n/a 0.130 X-X. +0.60D+W+H 2.0 n/a 0.0 0.006125 0.006125 n/a n/a 0.003 Z-Z. +D 2.0 0.0 n/a n/a nla 0.4633 0.4633 0,232 Z-Z, +D+L+H 2.0 0.0 n/a nla , nla 0.4633 0.4633 0.232 Z-Z, +0+t.r+H 2.0 0.0 n/a n/a n/a 0.4633 0,4633 0.232 Z-Z. +D+W+H 2.0 0.0 n/a n/a Na 0.1915 0.1915 0.093 ZZ,+D4a750Lr+0.750L-+0.750W+H 2.0 0.0 n/a n/a Na 0.2594 0.2594 0,130 Z-Z, +D+0.750L+0.750S+0.750W+H 2.0 0.0 n/a n/a n/a 0.2594 0.2594 0.130 Z-Z, +0.60D+W+H 2.0 0.0 nla n/a n/a 0.006125 0.006125 0.003 Overturning Stability Rotation Axis & Load Combination- overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Stability _Sliding Force Application Axis Load Combination- Sliding Force Resisting Force Sliding SatetyRado Status Footing Has NO Sliding Footing Flexure Footing Flexure Which Tension @ Bot Load Combination... Mu Side ? or Top ? As Req-d Gvnn. As Actual As Phi"Mn Status X X. +1.40D 1.297 k-ft +Z Bottom 0.06 in2/ft ACI 10.5 0.23 in2lft 5.372 k-ft OK X-X, +1.40D 1.297 k-ft -Z Bottom 0.06 in2/ft ACI 10.5 0.23 in21ft 5.372 k-ft OK X-X, +1.20D+1.60Lr+0.80W 0.6769 k-ft +Z Bottom 0.03 in21ft ACI 10.5 0.23 in2lft 5.372 k-ft OK X X, +1.20D+1.60Lr+0.80W 0.6769 k-ft Z Bottom 0.03 In2fft ACI 10.5 0.23 WA 5.372 k-ft OK X-X, +1.20D+1.608+0.80W 0.6769 k-ft +Z Bottom 0.03 In2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK X-X, +1.20D+1.60S+0.80W 0.6769 k-ft -Z Bottom 0.03 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK X-X, +1.20D+0.50Lr+0.50L+1:6OW 0,2420 k-ft +Z Bottom 0.01 1n21ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK X-X, +1.20D+0.50Lr+0.50L+1.60W 0.2420 k-ft -Z Bottom 0.01 In21ft ACI 10.5 0.23 ln2Jft 5.372 k-ft OK X-X, +1.20D+0.50L+0.50S+1.60W 0.2420 kit +Z Bottom 0.01 in21ft ACI 10.5 0.23 in2lft 5.372 k-ft OK X-X, +1.20D+0.50L+0.50S+1.60W 0.2420 k-ft -Z Bottom 0.01 in21ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK X-X, +0.90D+1.60W+1.60H 0.03599 k-ft +Z Too 0.00 In21ft ACI 10.5 0.23 in2lft 5.372 k-ft OK X-X. +0.90D+1.60W+1.60H 0.03599 k-ft -Z TOO 0.00 in2/ft ACI 10.5 0.23 in2lft 5.372 k-it, OK Title Block Line 1 Title: Job # You can changes this area Dsgnr: using the "Settings' menu item Project Desc" and then using the'Printing & Project (Votes Title Block' selection. " Title Block line 6 _ _ _ mimeo: IS JM 20iz, r02WA General Footing Design File:C:Wm NERCALCDaWFtu11<erY,pnero.ece ENERCALG INC. IW3.20% ver: (0.03 Descipfion : NEW FOOTING BELOW STEEL COLUMN Z-Z. +1.40D 1.297 k-ft A Bottom 0.06 in2lft ACI 10.5 Z-Z, +1.40D 1.297 k-ft A Bottom 0.06 in2Nt ACI 10.5 0.23 in2lft 5.372 k-tt 0.23 in2M 5.372 k-ft •900:0 •• • • •• . . OK OK •oo** 0009 •• •6009: 2'!r Tiflo Block Line 1 You can changes this area using the "Settings' menu item and then using the 'Printing & Title BloX selection. T'* : Dsgnr. Project Desc.: Project Notes : Job # Title Block line 6 wsmee:15 JAN 2017, 1021AAi General Footing Design Description : NEW FOOTING BELOW STEEL COLUMN Footing Flexure W-1963.201k V.r: 6.1.03 Footing Flexure Which Tension @ Bat Load Combination... Mu Side ? or Top ? As Req'd Gvm. As Actual As Phl'Mn Status Z-Z. +1.20D+1.60Lr+0.80W 0,6769 kft `A Bottom 0.03 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK Z-Z +1.20D+1.60Lr+0.80W 0,6769 k-ft +X Bottom 0.03 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK Z-Z +1,20D+1.60S+0.80W 0.6769 k-ft -X Bottom 0.03 in2M ACI 10.5 0.23 fn2/ft 5.372 k-fl OK Z-Z +1.20D+1.60S+0.80W 0.6769 k-ft +X Bottom 0.03 in2/ft ACI 10.5 0.23 in2/ft 5.372 k-ft OK Z-Z. +1.20D+0.50Lr+0.50L+1.60W 0.2420 k-ft -X Bottom 0.01 In2M ACI 10.5 0.23 in2Nt 5.372 k-ft OK Z-Z +1.20D+0.50Lr+0.50L+1.60W 0.2420 k-ft +X Bottom 0.01 in2tft ACI 10.5 0.23 In2flt 5.372 k-ft .... OK Z-Z +1.20D+0.50L+0.50S+1.60W 0.2420 k-ft -X Bottom 0.01 in2/ft. ACI 10.5 0.23 in2% .5,372 k-ft .... %.... Z-Z. +1.20D+0.50L+0.50S+1.60W 0.2420 k-ft +X Bottom 0.01 in2/fl ACI 10.5 0.23 in2/fF 0.372 k-ft OK • Z Z. 40.90D+1.60W+1.60H 0.03599 k-ft -X TOO 0.00 in2/ft ACI 10Z 0.23 in21ft • 5.372 k-$ ...:. OK Z-Z. +0.90D+1.60W+1.60H 0.03599 k-ft +X Toa 0.00 in2lft ACI 10.5 0.23 in21ft' • • ; • 5.372 k-tf OIC • • • • One Way Shear • • • • • • • • • __ �._ Load Combination. Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z VU:Max Phiyh• • .. Phi"VgFVu. Statds +1.401) 11.120 Dsi 11.120 Dsi 11.120 Dsi 11.120 osi 11.120 osi &01 8 osi 0f1w • dk' : 0 0 . +1.20D+1.60Lr+0.80W 5.803 Dsi 5.803 Dsi 5.803 osi 6.803 osi 5.803 osi -2; W Qsi Qfl7 moos +1.20D+1.60S+0.80W 6.803 Dsi 5.803 Dsi 5.803 osi 5.803 osi 5.803 osi •82.10 osi 0.07 OK• • • • • +1.20D+0.50Lr+0.50L+1.60W 2.074 Dsl 2.074 osi 2.074 Dsl 2,074 osi 2.074 Dsi .ti2.16t3 psi 0.02525 OK .' +1.20D+0.50L+0.50S+1.60W 2.074 Dsi 2.074 osi 2.074 Dsi 2.074 Dsi 2.074 Dsi ;82.158 Qsl 0,02521 JL • • ; • +0.90D+1.60W+1.60H 0.3086 osi 0.3086 Dsi 0.3086 osi 0.3086 Dsi osi 0.3086 osi 82.158 0. c3K Punching Shear :....: Load Combination... Vu Phl'Vn Vu f Phi'Vn s • • 0 46tatus • +1.401) 51,813 osi 164.32osi 0.3153 OK +1.20D+1.60Lr+0.80W 27.038 Dsi 164.32Dsi 0.1646 OK +1.20D+1.60S+0.80W 27.038 Dsi 164.32osi 0.1646 OK +1.20D+0.50Lr+0.50L+1.60W 9.665 Dsi 164.32Dsi 0.05882 OK +1.20D+0.50L+0.50S+1.60W 9.665 Dsi 164.32Dsi 0.05882 OK +0.90D+1,60W+1.60H 1.438 osi 164.32osi 0.008750 OK E-0 wwwNW.us Company: Specifier Address: Phone 1 Fax: E-Mail: Speciflefs comments: CONNECTION B 1 Input data Anchor" And diameter. Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: asp material: Installation: Reinforcement Geome" [in.] & Loadintl fib. in.1b] Profis Anchor 2.7.1 Page: 1 Project KEVIN PINEIRO Sub -Project I Pos. No.: Date. 1/142017 Kwik Bolt TZ - CS 5/8 (4) " -, �......, W « r.. •� j h.w = 4.000 in., h,,,,,, = 4.438 in. Carbon Steel • . • • ESR-1917 • • 00000* •••••• • • a • 6/1201615/12017 Design method AC1318-14 / Mech. • • • • • • • • • • • • e. = 0.000 in. (no stand -oft t = 0.500 in. • • • • • • • • • •••••• 1. x Ir x t = 14.000 in. x 14.000 in. x 0.500 in.; (Recommended plate thickness not c;lsulated • o • •••• •• •• ••••• Rectangular MSS (AISC); (L x W x T) = 12.000 in, x 8.000 in. x 0.188 in. • • •••••• • • ••••• cracked concrete, 3000, f� = 3000 h = 8.000 in. • • 000000 psi; •a •• • •••••• hammer drilled hole, Installation condition: Dry 000000 • • tension: condition B, shear. condition B; no supplemental splitting reinforcement present • • • • • • • • edge reinforcement > No. 4 bar with stirrups i ... i • • • • i • 1 • • • • • • • • Z; , ,:Flo kVL* d.fe ans rib nuN he d»ckad for egreare•rM wkh me SA6*V corKNOM and br vl+ PROFIS Andnr (c )2003.1 8 HiM AG, FL-9494 Sd%m KN I% a r•gisiemd Tredamsk of HM AG. Sdmm w P. Nr e &tkcJ �a www.hilti.us Company: 5peww: Address: Phone 1 Fax: E-Mail: 2 Load case/Resulting anchor forces Load case: Design bads • Anchor mactions (lbl Tension force: (Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 1625 1625 0 2 0 1625 1625 0 3 0 1625 1625 0 4 0 1625 1625 0 max. concrete compressive strain: - ['x•1 max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 Pb] resulting compression force in (x/y)=(0.00010.000): 0 Pbj GMp'__,- Profls Anchor 2.7.1 Page: 2 Project: KEVIN PINEIRO Sub -Project I Pos. No.: Date: 1/14/201 7 3 Tension load • • a a • • :*00:0 Load N. [fill Capacity +Np Vbl UUll=Uon PH . Nz V:: , Status Steel Strength' NIA NIA NIA • • • WA Pullout Strength' NIA NIA N/A • • N/A: • • a • a Concrete Breakout Strength— WA WA WA ' .. ; WAa 00 anchor having the highest loading '•anchor group (anchors in tension) ' as • • Nps data aid r•sWls mim be dwdmd for aWwm@nt with On oft&V and llons and for plwsibi6tyl PROM Anchor (c) 2003.20DO HIM AG, FL-9494 Sd®an Hal is a mOobwed Tradernak d HBi AG, Sdraan www.hilti.us Company: Spacifi— Address: Phone I Fax: 1 E-Mail: 4 Shear load Profit Anchor 2.7.1 Page: 3 Project: KEVIN PiNEiRO Sub -Project I Pos. No.: Date: 1/14/2017 Load V,,. (101 Capacky j V• (Ibj UUIixMI*n N = V„.i j V„ Status Steel Strength- 1625 5259 31 OK Steel failure (with lever arm)* N/A NIA N/A NIA Pryout Strength- 6500 33459 20 OK Concrete edge failure in direction x+" 6500 9778 67 OK • anctw'having the highest loading "'anchor group (relevant anchors) 4.1 Steel Strength •••• • V. = ESR value refer to IMES ESR-1917 • • • • • • • j vdw a Vw ACI 318-14 Table 17.3.1.i • • • • • • • • Variables • • • • • • • • • A..v[in21 f„nIM]0.16 •..... .• . 106000 ••.. .. •• .•..• Calculations ° • • • • • • • •' • •' V. Pb] •• •• • •••••• + Results • • • • • • • . • . •••••• V. Pb1 j Sow j Vw Pb1 Vw Pb) . . . ...... 1 0.650 5259 1625 " ' • 0000 ••• 4.2 Pryout Strength Vqw = kv [(7;;;) W ee,N W ed,N W e.N W wH Nb] ACI 318-14 Eq. (17.5.3.1b) j VW9 a V.. ACI 318-14 Table 17.3.1.1 Am see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) A*. = 9 h!4 ACI 318-14 Eq. 07.4.2.1C) 1 W, = 1 22 � 51.0 ACI 318-14 Eq. (17.4.2A) 3N yr,d.N = 0.7+0.3 (1 M= ACI 318-14 Eq. (17.4.2.5b) MAX()51.0 , ) s 1.0 ACI 318-14 Eq. (17.4.2.7b) No = hNs ACI 318-14 Eq. (17.4.2.2a) Variables ken her [in.) - c.,.+. [in.] 4.000 6.mu weN ce[in. ke ((ps7 1.000 6.750 17 1.000 3000 Calculations ANe Pn•A," Pn.1 w .er N W w Nb 11131 144.00 Results V Ubl j e..a.l. j Pb] V.[@] 477s .7 3346666 Isuw,or` i a i 2 2 oe a o sa r�iw x a mO r dwnsr c.r iw cr, Schom www.hllti.us Company: Specif-r. Address: Phone 1 Fax: E-Mail: rz— Prods Anchor 2.7.1 Page: 4 Project: KEVIN PINEIRO Sub -Project I Pos. No.: Date: 1/1412017 4.3 Concrete edge failure in direction x+ Vicea - ( } W ce,Y w adY W aV W h,v W P.Wv Vb ACI 318-14 Eq. (17.5.2.1b) • + V-by t V. ACI 318-14 Table 17.3.1.1 Avs see ACI 318-14,-Section 17.5.2:1, Fig. R 17.5.2.1(b) A,W = 4.5 Car ACI 318-14 Eq. (17.5.2.1c) 1 r V Mv = (1 j s 1.0 ACI 318-14 Eq_ (17.5.2.5) +�2e„ ` 3c.r •••• We,Lv=0.7+0.3(1 ACI 318-14 Eq. (17.5.2.6b) • • •see •••se• r)61.0 • 0 • a 1.Whv = —has 210 ACI 31814 Eq (17.5.2.8) e•sss i a 00 Vb =(7�d)03 t�d,)>r.TC:t ACI 318-14 Eq. (17.5.2.2a) •• fees f ••••s• • ••00 • • fees •• •• see•• Variables • • •fife• • • efss• c.h [in.] cz ]in.) env (in.1 w av h. [in.] • • • • • • • • — 8.500 - .4 8,000•• •• • ••••�• 1. (in.) a . d. [in-], [Ps1 Y pares y • • s s • • • • e • •••es• _ 4.000 1.000 — - U.625 3000 1.000 0 •0 • s i • • e s 0 Calculations Ave fin•21 Avo [in.21 W MY W.d.V W h.V Vb (Ib] 1 .13 1.000 7281 Results V.b. (Ib1 4. Vdq_Db1 V. [Ib] — 6 5 Wamings • Load re -distributions on the anchors due to elastic deiormet ons of the arxhor plate are not considered. The anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loading) Input data and results must be checked for agreement with the existing conditions and for plausibilityi • Condition A applies when supplementary reinforcement is used. The m factor is increased for awn -steel Design Strengths except Pullout Strength and Pryout Strength. Condiion 0 applies when supplementary reinforcement is not used and for Pullout Strength and Payout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the sheaf resistance are required in accordance with ACI 318 or the relevant standardl • HIM post -installed anchors shall be installed in accordance with the Hilo Manufacturer's Printed Installation instructions (MPIq. Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! "daa and ra.uft mat be dwck d br.prsemat WM 0* -1.9 Q caUM=x wW for pinnNZlyl 9 pROFIS A &.Dr (c )200a.2009 HUU AG, FL-arw Schow HU8 Is . reoshr.d Trademark or MM AG. Sawn www.hlltf.us Profis Anchor 2.7.1 Company: paw: 5 Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1/14/2017 E-Malt mulaton data Anchor plate, steel: - Anchor type and diameter. KvAk Bolt TZ - CS 5/8 (4) • Prof4e: Rectan-gulai HSS (AiSr,), 12.IWJ� A 45JWI� A V. 100 M. il.-Slamaijuii ii.;iqud. Hole dirameteflin' the lixtuw. d, - 0.688 in. Hol.m dr.-rcltr in th-, taw mawr-4: 0.625 m. Plate thickness (input): 0.500 in, Hole depth in the base material: 4.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.11 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer •- Manual blow-out pump Torque wrench • Property sized drill bit Hammer • t* .... 0 :000% • Coordinates Anchor In. Anchor x y C' C+x C, C.Y 1 -4.500 -5.000 6.500 15-500 - - 2 4.500 -5.000 15.500 6-500 - - 3 -4 snn s Ono firiOn 155nn - - 4 4-600 5.000 15.500 6,500 - - /1-INN WVA data widmmft rnLW be dmdc6d for agramned wNh No•vm*V cmd-ft WWWONUSwtYl FL-9494 Sdmn HOlsaregL%ftedTmdemarka(KNAG, Sdman Vib PRORS ArKW(c) 2003-2009 Hod AG, MIAMI•MADE 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) 315-2S90 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamidade.1ov/economv Nu-Vue Industries, Inc. 1055 East 29 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 tlid Xuthority Having Jurisdiction (AHJ). "" ""' • 00 This NOA shall not be valid after the expiration date stated below. The Miami -Dade �Qty PrgdeahEonttoj • •„• Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade 4;ggigy) reserve. the right to have this product or material tested for quality assurance purposes. If this product or material fails tv"e*: perform in the accepted manner, the manufacturer will incur the expense of such Isstini and t1m MJ may • : • • • immediately revoke, modify, or suspend the use of such product or material withia•thei, jurisliopp; RER"• • reserves the right to revoke this acceptance, if it is determined by Miami-Dade•Cotthty Prdtluct Control`:' Section that this product or material fails to meet the requirements of the applicable bhllil'ldg code. ' • • This product is approved as described herein, and has been designed to comply withhe Florida )welding , * * * • , Code, including the High Velocity Hurricane Zone. • • 0 00 • • • • • • 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 I 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 manufacturers 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 # 12-0130.33 and consists of this page I and evidence pages El 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 IV?c Approval Date. July 30, 2015 07IV Page 1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. 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. . . .... ...... B. TEST "Submitted under NOA No. 05-0701.04" • • • Test reports on wood connectors per ASTM D1761 by Product Tddfng, Inc., signed • • • •; and sealed by C. R. Caudel, P.E. and S. E. Black, P.E.see* • • •"' Report No. Wood Connector Direction ' •...' 'Aa'te: 0 0:0 0 1. PT 02-4073 NVTA Upward ...... • 11/06/02 • • • • 2. PT 02-4075 NVTA Upward • • • • • • 11/007102 • • •' : • 3. PT 02-4074 NVTA Upward ; • • ; • ; 11106/02 4. PT 02-393 8 NVTA Upward :09/ 1'6/02 • • • • 5. PT 03-4177 NVRT36 Upward : . • ; 02/.0�/03 ; • • • • 6. PT 03-4202 NVRT36-T Upward • •QI/JX03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVR1'24-T Upward 03/27/03 9. PT 02-4095 NWH26 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 Parallel/Perpendicular 04/15/04 13. PT 04-503.6 NVTH24 Upward Load 12/10/04 C. CALCULATIONS "Submitted under NOA No. 0.4-1202.01 " Report of Design Capacities prepared by Vipin N. Tolat, P.E. Product Model No. of Paees Date sianature 1. NVBM24 7 through 8 05/05/03 V. N. Tolat, P.E 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. Tola% P.E. o, �1Zors Carlos M. Utrera, P.E. Product Control Examiner NOA No: 15-0507.01 Expiration Date: July 30, 2020 Approval Date: July 30, 2015 E-1 Nu-Vue Industries. Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 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 2010 and 5" (2014) edindmo£ the mc,09 � � � � • �' issued by Vipin N. Tolat, P.E., dated 04/29/2015, signed and seglgd �y Vipin N„ Tolat,.. %. • P.E. . .. . . .....• .. ...... ...... 0 • "Submitted NOA No. 04-1202.01 " . . . . ...... under 2. No Financial Interest and code compliance letter issued by Vipih N. �olat, P.E,,on ; • • • • ; 03/26/2003 signed and sealed by Vipin N. Tolat, P.E. * . %. • o� �l 1s 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 H Length to Product Code Gouge seat Gouge strop 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 WAS 214 20 14 20 NVTA-20 WAS 216 20 14 22 NVTA-22 NVTAS 218 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 NVTAS 222 20 14 28 NVTA-28 NVTAS 224 20 14 30 NVTA-30 WAS 226 20 14 36 NVTA-36 WAS 232 20 14 48 NVTA-48 NVTAS 244 20 14 NO of Fasteners each strop toil Maximum Allowable Load iba Uplift Single $crop Uplift Double Straps Ll Single h Double Strops L2 Single k I. Straps 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 250 500 8 902 •1804 250 500 9 951 •1902 250 500 10 999 11998 250 500 11 IG48 *2096 250 500 12 1096 •2192 250 500 13 1145 •2290 250 500 14 1193 •2290 250 500 *Note: For 8 or more nails per strop, use double Wes for double straps. Generol Notes: i. Steal shall conform to ASTM A653, SS grade 33, min, peh 33 kat, min, tensile strength 45 ksl and min, golvonl2ed coaling of G 60 per ASTM A653. 2. Allowable loads and fasteners are based on NOS 2005/2012. 3. Design loads we for S. Pine, specific gravity 0.55. Design loads for other species shill be adjusted per NOS 2005/2012. 4. Allowable upllft loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads hove been adjusted for CD values of 1.0, per table 2.3.2 of NOS 2005/2012. Design loads do not include 33% increase for steel and concrete. 5. Concrete to Tie beans shall be min, of 2500 psL Concrete Masonry, Grout and matter in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, L1 and L2 shoe satisfy the fallowing equotiom new' uma + weta ! + H NYeeble Uplift �� 7 7. Allowable hods ore based on Ir thick wood members unless otherwise noted. 8. All designs Conform to FBC 2010 and 2014. TABLE 2 T—ea Anehnrs NVTA and Riveted Truss Anchors with Sent NVTAS H Length (in) Product Code Gouge seat Gouge strop 16 NVTA-16 NVTAS 212 20 14 18 NVTA-18 WAS 214 20 14 20 NVTA-20 NVTAS 216 20 14 22 NVTA-22 WAS 215 20 14 24 NVTA-24 NVTAS 220 20 14 26 NVTA-26 NVTAS 222 20 14 28 NVTA-28 WAS 224 20 14 30 NVTA-30 WAS 226 20 14 36 NVTA-36 WAS 232 20 14 48 NVTA-48 WAS 244 J 20 14 No. of Fasteners each strop lOd x 1.5" Maximum Allowable Lood Ibs Uplift Single Strop Uplift Double Strops Ll Single dt Double Straps L2 Single & Double Strops 5 1032 2236 250 50D 6 1127 2254 385 565 7 113E 2272 1 520 630 8 1144 •2288 520 630 9 1153 •2306 520 630 10 1161 •2322 520 630 11 ti70 •2340 520 630 12 1178 •2355 520 630 13 1187 •2374 520 1 630 -Note: For 8 or more roils per strap, use double truss for double alrops. lMllM)IN.T R8N6W80 Perpendicular a somplift wbb do #to" to wall A� f l eorpoolis By���� ILJ'=JI_'1 0 41 Reinforcements Required 2� O It 2� MIN. 4' o-- Concrete Tie Beam a ' Parallel Ll or Tie Boom formed WAS 1" to wall with concrete filed masonry 0 Hiles Dio. NVTA, NVTAS VM N. TOIAT, PE (CIM 16123 1ANT13RM CREEK LANE i OWTON. TX 77088 •• • • • • • • • • • Nu-Vue Indusvfes.Inc. • • • • • • • • • • • • • • • 1053 East 29 lean' Hioleon, Florida 33 1 `JN` ,� PHONE: (305) 694- H Q FAX: (3M) 694- Z • • •� • • • • NVTA AND NVTAS TRUSS ANCHORS MIN 4• 000 �i \\\ • • • • • t1fB. • • • • • • • • • • • • • • • DWG k Sheet Daft: NVTA 1" • • • •• •• • • • • • • • •• • • • • Tj[J-2 t of 4 Asia tat. sale ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE 3 NVBH 24 BUTTERFLY HANGER FASTENER SCHEDULE ALLOWABLE LOADS (lb..) o v� DOWNWARD 6 GRAVITY LOADS Y 2x NVBH2 18 12 6 1113 Notes: 1. Use all specified fasteners In schedule to achieve values Indicated. 2. Values are based an I} header and Joist thickness. 3. See General Notes, Sheet 1. SYMM.® Mid Span TABLE 4 NVUH 26 JOIST HANGER W 8 � 8 FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) x °N N x DOWNWARD ORLOADS WIND UPLIFT LOAD 2x8 NVUH26 14 20 10 2233 1213 Notes: 1. Use all specified fasteners In schedule to achieve values Indicated. 2. Values are booed on 3" header thickness and 1}" Joist thickness. 3 See General Notes, Shoot 1. SYMM.® Mid Span I • • • • • • • • • • • •• •• • • • •• •• •e• 0 0 6 ••• • • DOWNWARD LOAD 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-30 14 36 NVRT-36 14 48 NVRT-48 14 16d Fasteners Maximum Uplift Load (Ibs) TOTAL mem ere Flat Ties Twisted Ties 8 4 725 724 10 5 861 860 12 6 998 996 14 1 7 1135 1132 Notes; 1. Specify 'F" for Flat and "T' for Twisted when ordering. 2. Fastener values are based on a minimum 1}" thick wood members. 3. • Indicates no. of nulls In each connected wood member. 4. See General Notes, sheet 1. LENGTH _I HALF HALF Connected Connected to truss to woa I_ LENGTH PROM= RETa w6D r Oonv s rtlh Ow IINII& evikiftcoas '&spapfto by M Pr•Ari UPLIFT i� TABLE 6 NVRT Twisted Rafter Ties to Concrete Tie Beams or Concrete Filled Masonry Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-18 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT-30 14 36 NVRT-36 14 48 NVRT-48 14 Notes: No. of 16d nails to Wood Framing No. of 4" diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 4 6 722 5 7 858 6 8 991 7 9 1125 11„ a o 4 O NVRT Anchor Holes dia. i" 1. ITW tapcons shall be embedded a minimum of lk Into concrete tlebsam or tlebeam formed with concrete filled masonry. ITW tapcons shall Oo not have o min. edge distance of 2� and minimum spacing of I� as shown. Use circled holes 2. See General Notes, sheet 1. 18d 3. All tapcons must be In the some row spaced at Of on centers. Do not use holes in the opposite row. }'Tapcons Strap must be long enough to accommodate required tapcons. o 0 0 o � V181N N. TOLAT, FS (CML) See o a w" 11L. RHG.I 12847 Note /3 0 0 11i 15123 LANTERN CREEK LANE • • 000 • 1iO1�41 Ott, Tf177WB� • • • 0 : :: 0 6 •.INu-Vue ladlrtriee lnc 2j' Min.•SP9ead4g4-ce • • Reinforcemen j required*, Tie Beam formed with • • • • 0 • • • concrete fUed mosonary or concrete tie beam ••• • • • • see • a • • • • • • • • • • s•• • • • ••• s • Truss plate required to transfer load to bottom chord Reinforcements Required set 0.20rx I' H MIN. 4' SingIs Strap EMK Single Truss 1). Bearn NVTH or Tie BBoom formed with concrete filled masonry Trues pate required to transfer load to� bottom chord Double Strap Double Truss For General Notes, see sheet 1 Reinforcements Required "_1 5 Nails in Front (Min.) Concrete Tle Beam Nolls tad x 1.5' or Tie Beam farmed with concrete filled masanry PRODUCT MNSWBD BWIMb rte iletids AowPl••ePb/ neen CsssW Front do Back off centered TABLE 7 Truss Anchors NVTH H Maximum Uplift Loads (lbs) Product Gouge ingth 9 Gouge 9 o, of Fasteners In) Code seat strop In each Strap Single Strop Double Strap: 10d x 1.5' on on Single Truss Double Truss 12 NVTH-16 18 14 5 1032 2064 14 NVTH-18 18 14 6 1222 2444 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 32 NVTH-36 18 14'��'� t' 44 NVTH-48 18 14 W O ur 2 O 1#• O VIPIN N. TOLAT, PH (CIVIL) Holes D1a. 4' FL. REG. # 12547 O 15129 LANTERN CM LANE db3TdA_ T2 7to6B NVTH ••• • • • • ••• • • • • • • • • • • • • ••• • • 0 •e• 0 0