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REV-08-21-2065, 970 NE 100th StMiami Shores Village �12,31?�2-' Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 �Ma ( Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION FO-IBUILDING ❑ ELECTRIC ❑ ROOFING AUG 0 61 G FBC 20 ,a L) Master Permit No. RC-12-I20-28999 Sub Permit No. ��' V ©(,) (, — a -cc REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 970 NE 100th Street City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 11 -3206-034-0190 Is the Building Historically Designated: Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): Boris Arango Phone#: 305-218-4729 Address: 970 NE 100th Street City_ Miami State: FL zip: 33138 Tenant/Lessee Name: Phone#: Email: borisarango@)gmaii.com CONTRACTOR: Company Name: �uo WYI VUC ► IQVI L Phone#: � 2 ( Roo 0q 7 ) Address{: )CO011M City: �� QNi 0 ✓� State: Tr" l_ Zip: '3a aj 2 Z Qualifier Name: TIFL010 (tt,cuaAl'mo, Phone#: -79G U0 09 7 ) State Certification or Registration #: Cs C IqL q(o'0 Certificate of Competency #: DESIGNER: Architect/Engineer: JCD Architect, Inc. Phone#: 305.285.4330 Address: 1385 Coral Way, Suite 207 City: Miami State: FL Zip: 33145 Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration El New ❑ Repair/Replace El Demolition Description of Work: � Ala f � 11'i`C?-�� Q0 01Nk . l P,/ tk hOv Specify color of color thru the: Submittal Fee $ Scanning Fee $ Technology Fee $ Structural Reviews $ Permit Fee $ Radon Fee $ Training/Education Fee $ CCF DBPR $ CO/CC $ _ Notary $ Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ k &q 1 Q 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 the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature OWNER or AGENT The foregoing instru ent was acknowledged before me this Or day of "V 20 by o is person IN know o me or who has produced B0►' I S A V614 0 as identific n a who did take aWbatt Public State of Flaide 287104 Sign Seal: Signature �CONTR The foregoing instrument was acknowledged before me this _ day of �l 20 c 2--4 by me o�Wlh'o has produced �if lnq ky0U 4,0Q0, as Seal: tP. aWof Flaide 1i GG 287104 APPROVED BY Plans Examiner Zoning Structural Review (Revised02/24/2014) Clerk JCD ARCHITECT, INC A.A. #26001 560 -n _gt 13854CORAL WAY SU # 407 TEL # (305)285-4343 FAX # (305)285-4330 MIAMI, FL 33 145 STRUCTURAL CALCULATIONS BORIS ARANGO 970 NE 100TH STREET. MIAMI SHORES, FLORIDA 33138 FULL ARCHITECTURAL SERVICES (Z RESIDENTIAL (Z COMMERCIAL (ff CUSTOM DE51GN (Z LEED CERTIFICATION JUANCDAVIDQJCDARCHITECT.COM REVISED/ADDITIONAL STRUCTURAL CALCULATIONS PROJECT: INTERIOR ALTERATION FOR BORIS ARANGO ADDRESS: 970 NE 100TH ST, MIAMI SHORES, FL, 33138 APPLICABLE CODES - FBC 2020 - ASCE 7-16 - ACI 318-14 - AISC 14TH EDITION - NDS 2015 SCOPE OF REVISION: After demolition started we could verify that there is an existing Solid Concrete Stem Wall with footing. Details have been modified to account for this condition. Steel column on one end was replaced by concrete column. Both columns now sit on top of the existing stem wall. ._.:._. These Calculations contain manual and computer generated structktr`4I"calculations. 000000 Computations were performed to the best of my knowledge according to soupd.and gegerally • • accepted engineering principals and Code requirements. The sign and seal ��tWled heNM is • • . meant to cover all computation sheets pages 1 through 20. .. .. •• • . . .. 1 :I - PROJECT: INTERIOR ALTERATION FOR BORIS ARANGO ADDRESS: 970 NE 100TH ST, MIAMI SHORES, FL, 33138 TABLE OF CONTENTS 1. DESIGN CRITERIA...................................................................................................................................3 2. LOADS....................................................................................................................................................4 3. NEW STEEL BEAM................................................................................................................................. 6 4. NEW STEEL COLUMN, BASE PLATES AND ANCHORS............................................................................9 5. NEW CONCRETE COLUMN ATTACHMENT TO EXIST. WALL/STEM WALL...........................................15 6. FOUNDATIONS....................................................................................................................................20 Computer Programs Used: • • • . . .... ...... • • Mecawind ...... • Enercalc Software v5.8.0 ...... • • • • • • • .... ..... .... ...... .... ..... .. . ...... .. .. 2 1. DESIGN CRITERIA Design Parameters • Florida Building Code, 2020 Edition • Wind Parameters: ■ ASCE 7-16 ■ Wind Velocity= 175 MPH (ULT) ■ Risk Category= II • Exposure= C ■ Mean Roof Height=13'-4" ■ Kd= 0.85 ■ GCpi= ±0.18 (Enclosed Structures) Materials Used • Concrete Strength at 28 days — Yc=3,000psi • Reinforcing fy=60,000psi • Wood SYP No. 2 • Steel Plates ASTM A36 — fy=36,000psi • Steel W Shapes ASTM A500 GrB, fy=50,000psi •.•• Design Loads • • • • • ...... • Refer to Section 2. • • • • ...... .. . ...... .... .... . . Foundation Parameters • '.... • • • • • • • • •.' • Presumptive Soil Bearing Capacity of 2000psf. • • • • • • • • • • ""• .. .. .. . ...... 3 2. LOADS EXISTING ROOF GRAVITY LOADS Live= 30psf Dead Load= 20psf System Load= 5psf TL= 55psf WIND LOADS ON EXISTING RAFTERS (See report below) WZonel= 44.7psf (ASD) WZone2r= 68.1psf (ASD) WZonel,2r= 56.4psf (ASD) (Average) Wind Loads for Enclosed MecaWind v2340 Sctlware Leveloper: :-;eca EnternriseE Lnc., www.meca.biz, 2.,8 Basic Wind Parameters Wind Load Standard = ASCE 7-16 Exposure Category = C Wind Design Speed = 175.0 mph Risk Category = II Structure Type = Building Building Type = Enclosed General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures DynType = Dynamic Type of Structure NF = Natural Frequency of Structure (Mode 1) Zg = Altitude (Ground Elevation) above Sea Level Bdist = Base Elevation of Structure SDB = Simple Diaphragm Building Reacs = Show the Base Reactions in the output MWFRSType = MWFRS Method Selected Topographic Factor per Fig 26.8-1 Topo = Topographic Feature Kzt = Topographic Factor True •••• = � • •= Rigid 00•0 =� •1!. 0 * 0 Hz • • • 66iii0.0 ft ����•• Ca 000 ft rarse se • •••• • • • �jlp•Analysi-*••• •••••• •••• • • • • • None .•!+010 Building Inputs • • RoofType: Building Roof Type = Hipped W Width Perp to Ridge =053!0G:J ft M L Length Along Ridge = 76.000 ft EHt Eave Height = 000 ft Hip Ridge Hipped Length = 42.000 ft RE Roof Entry Method = Slope Slope Slope of Roof = 3.0 :12 Theta Roof Slope = 14.04 Deg Par Is there a Parapet = False Exposure Constants per Table 26.11-1: Alpha: Const from Table 26.11-1= 9.500 Zg: Const from Table 26.11-1= 900.000 ft At: Const from Table 26.11-1= 0.105 Bt: Const from Table 26.11-1= 1.000 Am: Const from Table 26.11-1= 0.154 Bm: Const from Table 26.11-1= 0.650 C: Const from Table 26.11-1= 0.200 Eps: Const from Table 26.11-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = None Components and Cladding (C&C) Calculations per Ch 30 Part 1: h/W = Ratio of mean roof height to building width = 0.251 h/L = Ratio fo mean roof height to building length = 0.175 h = Mean Roof Height above grade = 13.313 ft Kh = Z < 15 ft [4.572 m]--> (2.01 * (15/zg)^(2/Alpha) (Table 26.10-11= 0.849 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 4 Kd = Wind Directionality Factor per Table 26.6-1 GCPi = Ref Table 26.13-1 for Enclosed Building LF = Load Factor based upon ASD Design qh = (0.00256 * Kh * Kzt * Kd * Ke * V^2) * LF LHD = Least Horizontal Dimension: Min(B, L) al = Min(0.1 * LHD, 0.4 * h a = Max(al, 0.04 * LHD, 3 ft (0.9 m]) h/B = Ratio of mean roof height to least hor dim: h / B Hind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 = 0.85 +/-0.18 0.60 33.94 psf 53.000 ft 5.300 ft 5.300 ft 0.251 Description Width Span Area 1/3 Ref GCp GCP Max Min ft Zone ft ft sq ft Rule Fig Max Min psf psf Exist. Rafter 1 2.000 12.000 48.00 Yes 30.3-2E 0.428 1.137 20.62-44.69 Exist. Rafter 2r 2.000 12.000 48.00 Yes 30.3-2E T.428-1.824 20.62 -68.02 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.3-11* * Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf (0.460 kPa) {Includes LF) •••• •••••• • • • + • 00 • • •••• • • • • • + •00 • • • • • • 5 Beam Span= Tributary Width = Loads LL = DL= UPL= 3. NEW STEEL BEAM 18'-8" 13'-0" 30*13=390pif 25*13=325PIf 56.4*13=734PIf From calculations below considering (D+L) and (0.6D-Upl) combinations, use W10X30. Reactions RD+L= R0.6D-Upl = R U LT= 6.72kips (ASD) 5.0kips (ASD) 5.0*1.67=8.35kips (ULT) • •••• •••• • • •••• ••••• •••• • • •• • •••••• • Multi -Span Steel Beam Description Steel Beam (Gravity) General Information Code Ref: AISC 9th ASD, 1997 UBC. 2003 IBC. 2003 NFPA 5000 Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Mmax @ Cntr k-ft 31.37 @ X = ft 9.33 Max @ Left End k-ft 0.00 Max @ Right End k-ft 0.00 fb : Actual psi 11.592.6 Fb : Allowable psi I 15,158.5 Bending OK fv : Actual psi 2.139.8 Fv : Allowable psi I 20.000.0 Sl;ear OK Reactions & Deflections Shear @ Left k 6.72 0000 Shear @ Right k 6.72 Reactions... • • • • • • • DL@Left k 3.08 °••° •• • • LL @ Left k 3.64 • • • ° • •°•••• Total @Left k 6.72 •••••• °° DL@Right k 3.08 • •••••• • • • •••••• LL @ Right k 3.64 • • • • • • •• • • Total @ Right k 6.72 ° • Max. Deflection in -0.399 0000 • • • • • • • • @ X = ft 9.33 •••••• •••• ••••• Span/Deflection Ratio 561.2 • ° •• ° ° • •••••• •• 000 • •••••• • ° • • • •• • • •• • • • ° ° i•/ Multi -Span Steel Beam Description General Information Code Ref: AISC 9th ASD, 1997 UBC. 2003 IBC. 2003 NFPA 5000 Fy - Yield Stress 50.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Mmax @ Cntr k-ft -23.27 @ X = ft 9.33 Max @ Left End k-ft 0.00 Max @ Right End k-ft 0.00 fb : Actual psi, 8,597.8 Fb : Allowable psi! 15.158.5 ' Sending OK fv : Actual psi 1.587.0 Fv : Allowable psi I 20.000.0 I Shear OK Reactions & Deflections Shear @ Left k 4.98 Shear @ Right k 4.98 Reactions... DL @ Left k 1.87 LL@Left k -6.85 •.•••• Total @Left k -4.98 ••• •••• •.•••• DL @ Right k 1.87 . • • . • . • • LL @ Right k -6.85 • • • Total @ Right k -4.98 • • • • • 600000 Max. Deflection in 0.296 • • �' • • • • @ X = ft 9.33 •..• •.:• �•••e• • Span/Deflection Ratio 756.7 • • • • • • • • • . • . . • . • • • • . • •. • • • • • • • • 8 4. NEW STEEL COLUMN, BASE PLATES AND ANCHORS H= Design loads RD+L= RO.6D-Upl = RU LT= 10'-4" 6.72kips (ASD) S.Okips (ASD) 5.0*1.67=8.35kips (ULT) From attached calculations using HSS 3%"x3Y2"x V with S/8"x8"x16". Connect to exist. Concrete Stem Wall using (4) S/8"O A307 Thru Bolts in Double Shear. Vall= 0.4*0.31*60000*2*4=595201b > S.Okips OK .... ...... ...... .. ...... . . . . .. • 01 Steel Column Description New Steel Column General Information Code Ref: AISC bth ASD, 1997 UBC, 2003 IBC. 2003 NFPA 5000 i1 Steel Section HSS3-172X3-1i2XV4 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 10.330 It Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 10.330 it Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 10.330 ft Kyy 1.000 Loads i Axial Load... Dead Load 3.10 k Ecc. for X-X Axis Moments 0.000 in Live Load 3.70 k Ecc. for Y-Y .Axis Moments 0,000 in Short Term Load k Summary Column Design OK Section : HSS3-1,12X3-1J'2X1/4. Heigh! = 10.33ft, Axial Loads: DL = 3.10. LL = 3.70. ST = 0.00k, Ecc. = 0-600in Unbraced Lengths: X-X = 10.33ft, Y-Y = 10.33ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) RISC Formula H1 - 1 0.1506 0.1506 AISC Formula Hi -a 0.08.47 0.0847 .AISC Formula H1 - 3 0.0687 0.0820 XX Axis: Fa calc'd per Eo. E2-1, K'Ur < Cc VV Avia - Fa ralr'd ner fn F9 1 K'l Ir < Cc Allowable & Actual Stresses Dead Live DL + LL DL * Short Fa : Allowable 15.51 ksi 15.51 ksi 15.51 ksi 15.51 ksi fa : Actual 1.07 ksi 1_27 ks+ 234 ksi 2.34 Psi Fb:Xx :.Allow [F3.11 27.60 ksi 27.60 ksi 27-60 ksi 2760 ksi 0000 fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0 OL• ksi • • • • • • • • • • Fb:yy : Allow [F3.1) 27.60 ksi 27.60 ksi 27,60 ksi 27c-0 ksi • • • • • • 000000 • ft> : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi • � 00 ksi • • • • • • • • • ysis Values •••• •••• J ••••• F'ex : DL+LL 16,832 psi Cm:x DL+LL 0.60 Cb.x DL-LL • • • • 01.00 0600 • 96000 Fey : DL-LL 16,832 psi Cm:y DL-LL 0.60 Cb:y DL+LL • • • • 1.00 • • • 000000 Fex DL-LL+ST 16,832 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+Si • • • • • 1.00 • • F'ey i DL+LL-ST 16,832 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+S; ' 1.00 • • Max X-X Axis Deflection 0.000 in at 0.000 ft Max. Y-Y Axis Deflection 0.000 in ;: •0.000 ft � • � • • � � 10 Steel Column Base Plate Description Base Code Ref: AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 General Information Steel Section HSS3.1/2x3-1/2x114 Loads Section Length 3.500 in Axial Load 7.00 k Section Width 3.500 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.233 in Web Thickness 3,500 in Plate Dimensions Plate Length 8.000 in Allowable Stresses Plate Width 16.000 in Concrete fc 3.000.0 psi Plate Thickness 0.563 in Base Plate Fy 36.00 ksi Load Duration Factor 1.000 Support Pier Size Anchor Bolt Data Pier Length 36.000 in Dist. from Plate Edge 0.500 in Pier Width 36.000 in Bolt Count per Side 2 Tension Capacity 5.500 k Bolt Area 0.442 in2 Summary Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 54.7 psi Allow per AC1318-95. A3.1 = 0.3 ' f'c ' Sgrt(A2/A1) ' LDF 1.800.0 psi Allow per AISC J9 2,100.0 psi Plate Bending Stress Thickness OK Actual fb 22,586.7 ps Max Allow Plate Fb 27.000.0 ps Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 5.500 k Baseplate OK Full Bearing : No Bolt Tension •••• •••• •••••• •• • • • • • • • 00 • • • • • • • • • • • • • •• • • • •••••• • • 12 u www.hiltims Profis Anchor 2.9.2 Company: Page: 1 Specifier. Project: Boris .Arango Address: Sub -Project I Pos. No.: Column Cap Plate Phone I Far:: I Date: 7r2212021 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 1/2 Effective embedment depth: h,. = 6.000 in. Material: Proof Design method .ACI 316-08 1 CIP Stand-off installation: e, = 0.000 in. [no stand-off): t = 0.500 in. .Anchor plate: 1, x It x t = 8.000 in..x 8.000 in. x 0.500 in.: (Recommended plate thickness: not calculated Profde: no profile Base material: cracked concrete. 3000. i' = 3.000 psi: h = 120.000 in. Reinforcement: tension: condition A. shear. condition B: anchor reinforcement: tension edge reinforcement: No. 4 bar with stirrups Seismic loads (cat. C, D, E. or F) no - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.) & Loading [lb, in.lb) Z • • • • • • GOOD** • • • • • • • • • • • • • • • w� • M 0000 • • • • • • • • • C�o•••••• •••• ••••• • • • • • 3 2.5, p y : .•. • •• • • g_ •••••• 9 - 8 _ I O . x Input cra and resu:ts mus; ie checiea f.r ag eemeni vn-.:tie exist conJ:nns and fa• plausVLy. c?.O�l` Mchor I c }?tM? _?'? riA:. AG. f _=�e4 �chaan H.. s a �e,7 s:ered i racemar# a! HW'v:.G. xtaan 13 www.hiltims Profis Anchor 2.9.2 Company: Page: 2 Specifier. Project: Bons Arango Address: Sub -Project I Pos. No.: Column Cap Plate Phone I Fax.: gate: 72212021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [Ibl Utilization Loading Proof Load Capacity pi / P. IN Status Tension Steel Strength 4.175 9,555 44 1- OK Shear t Loading Utilization gt1Y [1o[ Status Combined tension and shear loads 3 Warnings • Please consider all details and hintsr'wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Mitt's technical directions and operating, mounting and assembly instructions, etc.. that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore. you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover. you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to usino them for your specific facility. The Sott.%are serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors. the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or Iimn damage caused by the Software. In particular, you must arrange for th,.. • • regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do to.,[ use • Me .AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the S,flw•hre in eac!!t1b!E• • • • • • • by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of tos!cP dan•3ged daia•io • • programs, ansing from a culpable breach of duty by you. • • • •••••• •• • • • •••••• •••• •••• • • •••• •••• ••••• •••••• •••• ••••• •• •• •• • •••••• • • • •• • •••••• 14 S. NEW CONCRETE COLUMN ATTACHMENT TO EXIST. From Steel Beam Analysis, VUpI= VULT= WALL/STEM WALL S.Okips (ASD) 5.0*1.67=8.35kips (ULT) Since new concrete column is attached to concrete column stem wall and to exist. CMU wall filled cell, then add both capacities. For epoxy anchors using #6 dowels, max. uplift= 50001b Remaining Uplift to be taken by CMU Dowels= 8350-5000=33501b For (5) dowels, V per Dowel= 3350/5=6701b From analysis below, dowel is at 14% capacity OK. . . .... ...... ...... .. . ...... .... .... . . .... .... ..... ...... .... ..... .. .. .. . ...... 15 1 www.hilti.us Profis Anchor 2.9.2 Company: Page: 1 Specifier: Project: Boris Arango Address: Sub -Project I Pos. No.: Column Cap Plate Phone I Fax: Date: 7/22/2021 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued 1 Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) HIT -RE 500 V3 + Reber A615 Gr.60 #6 het:xt = 6.000 In. (her.mm = - In.) ASTM A 615 Gr.60 ESR-3814 1/1/2020 1 1/1/2021 Design method ACI 318-08 / Chem eb = 0.000 in. (no stand-off): t = 0.500 in. Ix x ly x t = 6.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated no profile uncracked concrete, 3000, f,' = 3,000 psi; h = 36.000 in., Temp. short/long: 85/85 `F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B: no supplemental splitting reinforcement present edge reinforcement: >= No. 4 bar with stirrups no a - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.lb] Z Input data and results must be checked for agreement with the existing conditions and for plausibllityl PnOFIS Anchor( c) 2003-2009 Hilti AG, FLS494 Srhaan Hlti is a registered Trademark of HO AG. Schaan •••••• • •• • •••••• •••• •••• • • •••• •••• ••••• • • •• • •••••• • 16 Profis Anchor 2.9.2 www.hilti.us Company: Page: 2 Specifier: Project: Boris Arango Address: Sub -Project I Pos. No.: Column Cap Plate Phone I Fax: Date: 7122/2021 E-Mail: 2 Proof I Utilization (Governing Cases) Design values jib] Utilization Loading Proof Load Capacity OW / 9v [%] Status Tension Concrete Breakout Strength 5,000 5,943 85 / - OK Shear Loading ON�v 5 Utzation pw.v [%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore. you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to with applicable norms and permits. prior to using them for your specific facility. The Software serves only as an aid to interpret norms compliance and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange for tic• • • If doV use • regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis you • • • • • • the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version o,She �ftvare in each case lost or daSiaged d313Qr0 • • • by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recovery of programs, arising from a culpable breach of duty by you. • •' " • •••• •••• • • •••• •••• ••••• •••••• •••• ••••• •• •• •• • •••••• •••••• ' • • •• • •••••• 17 www.hilti.us Profis Anchor 2.9.2 Company: Page: t Specifier: Project Boris Arango Address: Sub -Project I Pos. No.: Anchors to Wall Phone I Fax: I Date: 7r222021 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Matenal: _valuation Service Report: Issued 1 Valid: Proof: Stand-off installation: Anchor plate: Profile: Base ma:enal_ Installation: Reinforcement: Seismic loads (eat. C. D. E, or F) HIT -RE 500 V3 + Rebar A615 Gr,60 i75 h...;p = 3.000 in. (h_.,,.,, = 12.500 in.) ASTM A 615 Gr.60 ESR-3814 1112020 11,1112021 Design method ACI 31"81 Chem e, = 0.000 in. (no stand-off), t = 0.500 in. 1, x 1} x t = 8.000 in. x 8.000 in. x 0.500 in.: (Recommended plate thickness: not calculated no profile cracked concrete. 2500. f ' = 2,500 psi: h = 120.000 in.. Temp. shortnong: 85185 `F hammer drilled hole, Installation condition: Dry tension: condition 6, shear: condition B. no supplemental spli ting reinforcement present edge reinforcement- — No. 4 bar with stirrups no ° - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading (lb. in.lb] Z 4 • Input. c3ta am resu:a must Z� checlea for agreement am the exisug cond¢ons am for pbusbf-y P.ROFIS Anchor t c )'_002-_Z Q -r.k AG. F! -fr4. a Schmri H �I'S 3:eg:5tefeU 7f]_i!nari. O' r-,::J AG. Scan 18 www.hilti.us Profis Anchor 2.9.2 Company: Page: 2 Specifier. Project: Boris Arango Address: Sub -Project I Pos, No.: Anchors to'ndall Phone 1 Fax: i Date: 7r22l2021 E-Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Proof Design values [Ib] Load Capacity Pryout Strength (Bond Strength controls) 650 5.034 Utilization lkn i w I° o -113 Status OK Loading g„ C Utilization gt,v [°o] Status Combined tension and shear loads 3 Warnings • Please consider all details and hintsPwamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles. formulas and security regulations in accordance with Hilti's technical directions and operating. mounting and assembly instructions, etc.. that must be strictly complied with by the user. All figures contained therein are average figures. and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations tamed out by means of the Software are based essentially on the data you put in. Therefore. you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular. you must arrange fo;L'e • • • regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basil. It you do na:i•r• 0.0000 the AutoUpdate function of the Software. you must ensure that you are using the current and thus up-to-date version in each •cas. • by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences. such as the recover; of lost o damaged data ore • • • programs, arising from a culpable breach of duty by you. . • 900604 •••••• • • • • 0000 • • • i • •••••• •••• • • 09 • • f •• •• •• • •••••• • • • • • • • • • • • • • • • • • • • • 19 6. FOUNDATIONS Footing A) Loads UPL ULT= 8.35kips (ULT) 0.9D= 0.9*(10*125ft2+60*2*9)/1000=2.1kips Net Uplift= 8.35-2.1=6.25kips For 8"x24" concrete stem wall x 20' tributary + WF-16 footing, Min. Footing Area= (8*24+12*16)*20*150/144=80001b OK Then No additional dead weight Needed. PGravity= 6.72kips SB= 2ksf Min. Footing Area= 6.72/2=3.36ft2 Then WF-16 x 9" long is OK. Area Available= 9*1.33=11.97ft2 OK •••••• • •• • •••••• •••• •••••• •••• •••• ••••• FIE