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BPP-18-751�` SHORES t�! K� t ORtOp` Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit NO. B'PP-3-18-751 Permit Type: PoolstWhirlpools/Hot Tubs Pen t Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 4/2/2018 I Expiration: 09/29/2018 Project Address Parcel Number Applicant 1569 NE 104 Street 1122320320160 ALAIN & CARLY GONZALEZ Miami Shores, FL Block: Lot: Owner Information Address Phone Cell ALAIN & CARLY GONZALEZ 1569 NE 104 Street (786)277-9756 MIAMI SHORES FL 33138- 1569 NE 104 Street MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone SLUYTER CONSTRUCTION (970)379-9730 oved: In Review ments: Approved:: In Review Denied: of Work: Swimming Pool Occupancy: :final Info: POOL REMODEL Bond Return sification: Residential Scanning: 7 Fees Due Amount CCF $15.00 DBPR Fee $11.25 DCA Fee $7.50 Education Surcharge $5.00 Notary Fee $5.00 Permit Fee $750.00 Plan Review Fee (Engineer) $45.00 Scanning Fee $21.00 Technology Fee $20.00 Total: $879.75 Valuation: _ $ 25,000.00 Total Sq Feet: 525 Available Inspections: Inspection Type: Fence Final Pool Deck Wall Steel Review Planning Review Building Review Structural Review Plumbing Review Electrical Pay Date Pay Type Amt Paid Amt Due Invoice # BPP-3-18-66892 04/02/2018 Credit Card $ 829.75 $ 50.00 03/23/2018 Credit Card $ 50.00 $ 0.00 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 t n orma io ' ccurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futher ore, I authorize he above -named cont ctor to do the work stated. April 02, 2018 Authorized Signature: Owner / Applicant / Contractor / Agent Date Building Department Copy April 02, 2018 1 BUILDING PERMIT APPLICATION Miami Shores Village ►BAR 221018 Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (30S) 795-2204 Fax: (30S) 7S6-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 ( FBC 20k_-j Master Permit No. � � I it _ q�_5 1 Sub Permit No. �UILDING ELECTRIC ROOFING REVISION EXTENSION RENEWAL ❑PLUMBING MECHANICAL Ej PUBLIC WORKS 0 CHANGE OF ❑ CANCELLATION SHOP ' I CONTRACTOR DRAWINGS JOB ADDRESS: I S G N I ��T S City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): t�t�+� (Q�,,� '7,Z Phone#: Address: I S`D _ Qt iv :C City: 4nraQ!�) ( !:) )') a "L� State: Z Tenant/Lessee Name: Email: CONTRACTOR: Company Name: S I' L 4u -V Cam 5 T2 -c T rum Phone#: 3 > q(^4 2.) p Address: Z ? 7 1L) E ( J2 S City: wl t qC'�/�^� State: Zip: ?I 3A Qualifier Name:—(-,,, v A Phone#: State Certification or Registration #: ��I� / 3 3 / / g Certificate of Competency #: _ DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ �14 O© C�) Square/Linear Footage of Work: SZS S Fr Type of Work: ❑ Addition ❑ Alteration ❑ New [L] 6pair/Replace ❑ Demolition Description of Work: :P09 ( Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ Double Fee $ -- —� Bond $ TOTAL FEE NOW DUE $ (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 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 instrument was acknowledged before me this (day of VA 11;���� 20 �, by �2`�!`vir��h is personally known to me or who has produced f:::A. (1�� as identification and who did take an oath. NOTARY PUBLIC: Signature CONTRACTOR The foregoing instrument was acknowledged before me this day off-- l "O,(IlP/1r � 20 lJ by ONJ) U �vAho is personally known to me or who as produced 1 1 - no'C's identification and who did take an oath. NOTARY PUBLIC: Prin . ' : ' �: MY COMMISSION # GG 044602 Pr Seal: ';ep BondedThruNotaryPublicUnderwriters Seal: 11 ' APPROVED BY (Revised02/24/2014) Plans Examiner Structural Review MAHARAI K. EXPIRES: November 2, 2020 Bonded Thru Notary Public Underwriters Zoning Clerk Miami shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 notice to uwner — worKers, compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami -Dade The foregoing was acknowledge before me this 50 day of M O rCh , 20tP� . By AT c4 in I , ( 00-WIT ? who is personally known to me or has produced r V-e Y as identification. ' YANADYPRIETO Notary: = MY COMMISSION # FF 214031 EXPIRES: March 25, 2019 SEAL: of F Bonded Th u NptaryPubGc Underwriters { SLUYTER CONSTRUCTION, LLC. Date: 4/2/18 State of —Florida County of Dade Greg Sluyter, Owner 970-379-9730 SluyterConstruction@gmail.com Before me this day personally appeared who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at:_1569 NE 104 St. Miami Shores, Fl. 33138 S orn to (or affirmed) and subscribed before me this day of . 20- by r [ Ul-r�-Y MAHARAI K. GONZALEZ MY COMMISSION # GG 044602 EXPIRES: November 2, 2020 Undervrtltere >r P Banded Thru Notary Public Bond Personally know Or Produced Identification Type of Identification Produced Print, Type or Stamp Name of Notary Licensed and Insured I. ft 1 PMM Consulting Engineers, Corp. 6262 Bird Rd., Suite 2D, Miami, Florida 33155 Tel: 305-661-9918, Fax 305-675-2350 Structural Calculations For.... ...... .... ...... Y Y Y Y • Y Y Y Y Y Y Y New Spa and •YYYYY • • Pool Modifications for Gonzalez R-esi'dence " YYYYY " 'me 1569 NE 104th Street, Miami Shores, FL, 33i'38 ,;, ••••�• 18019 . .. �•"" , 3-7-2 018 ' 00 STRUCTURAL REV'c.IN APPRC)V Q DATE \� These Calculations contain manual and computer generated structural calculations. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principles and Code Requirements. The sign and seal provided herein is meant to cover all computation sheets pages 1 through MAR 15 20i FL PMM Consulting Engineers, Corp. 6262 Bird Rd., Suite 2D, Miami, Florida 33155 Tel: 305-661-9918, 305-675-2350 Project: New Spa and Pool Modifications for Gonzalez Residence 1569 NE 104th Street, Miami Shores, FL, 33138 Project No.: 18019 Design Parameters .""• . . .... ...... ...... .... ...... • Florida Building Code, 2017 Edition, HVHZ .... . .. ..... • Materials: • • • •' o Concrete Strength at 28 days - 3000 PSI .... .... ...... o Reinforcing Steel - 60,000 PSI """ •..,.. • Design Loads: ' • •' ' o Wind Load: ■ No Wind Load Considered o Gravity Loads ■ Live Load 100 PSF Paul Martinez, PE Structural Engineer Project ),-)GI NE 104 �T page c Calculated by Date PMM ENGINEERS Checked by Date C,iECJ�' CXIcTIAJ G POQ -AA V%- !- . . ...... 0 A 0 E 646690 conk ...-,WAU.. P 6E 'xi, st A V DL DL . .. ... -;bo*/Tf T)-L vs 0 CO 17\00 -Y-YY--� ry- rry� NNS J�Otopl TO ao A -TCA C-tGD CAL-CAi A t\J S s, (A (b Cv M PL 1(5-S -TD /L 06\N LOADE - - PMM Consulting Engineers Title: Osgnr. Description: Job # Date: 2:16PM, 5 MAR 18 Scope : Rev: 580000 Page 1 user. � . ver5.a.0. 1-o.c-Z= Multi -Span Concrete Beam (c)1993-2003 ENERCALC Engineering Saftwaro a a�wCalarlatiana Description Check Existing Pool Slab W/ NeW Spa Loads General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 Fy 50,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 - rc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information ' e e e e' • • • • Descnpdon '• .' • Span it 7.92 7.10 ••"" " •• •••••• Beam Width in 12.00 12.00 • • • • • • • Beam Depth in 6.00 6.00• •""e :' e • • • End Fixity Pin -Pin Pin -Pin 0000 ' " " .' • • Reinforcing0.29in2 Center 0.29in2 •eee•e • • • 00000 ear 0 4.00in 4.00in •' 00 go • • a ""' Left 0.39in2 0.39in2 e e e e e e • '• ear 0 2.00in 2.00im 0 • 0 • . e e e e: e Right 0.39in2 0.39in2 ;""' e • ear o 2.00in Z.00in ' ' ee • • • "' • Loads ee 'ee•.• Using Live Load This Span ?? Dead Load k/fl Live Load k/fl Dead Load k/ft Live Load k/ft Start ft End ft OL @ Left k/ft OL @ Right k/ft LL @ Left k/fl LL @ Right k/ft Start fl End fl Results Mmax @ Cntr k-A @X A Mn ' Phi k-A Max @ Left End k-ft Mn ' Phi k-ft Max @ Right End k-R Mn • Phi k-ft Shear @ Left k Shear @ Right k Reactions & Deflections OL @ Left k LL @ Left k Total a Left k OL @ Right k LL a Right k Total a Right k Max Deflection in aX- it Inertia: Effective in4 Yes Yes 0.105 0.630 0.100 0.10a 0.525 5.820 0.000 7.920 0.000 0.243 0.243• 0.000 0.000 5.820 0.000 Beam OK Beam OK 2.83 3.89 2.96 4.40 4.83 4.83 0.00 -6.20 8.33 6.33 -6.20 0.00 6.33 6.33 Bending OK Bending OK 1.93 4.61- 4.10 2.86 1.01 5.08 0.31 0.94 1.31 8.02 5.08 1.73 0.94 0.25 8.02 1.99 -0.077 -0.095 3.27 4.02 64.04 64.04 PMM Consulting Engineers Title: Osgnr. Oescription: Scope Rev: 580000 User. KW4805358, Ver5.8.0, 1-0ec-2003 Multi -Span Concrete Beam (c)1983-2003 ENERCAIC Engineering Software Description Check Existing Pool Slab W/ New Spa Loads Shear Stirrups Stirrup Reber Area in2 0.220 0.220 " Spacing Q Left in Not Req'd Not Req'd Spacing Q .2'L in Not Req'd Not Req'd Spacing Q .4"L in . Not Req'd Not Req'd Spacing (Q .6'L in Not Req'd Not Req'd Spacing Q .8'L in Not Req'd Not Req'd Spacing (Q Right in Not Req'd Not Req'd Job At Date: 2:16PM, 5 MAR 18 Page 2 as wCalculabons .e.e e • ee..�. • e e.ee e • e e ee.eee .e.e.. eeee � e e e • eee.e ..eeee e. .e ....e. e. e. e ..eeee e • e e e e � • ..eeee e • • ' .e e e e r Project (56l NJ IC45 � Page CONSULTING Calculated by M DateP M M 5 /s ENGINEERS Checked by Date T= C,= -b04 X12/l 4504 KbA 2 ^ PMM Consulting Engineers Title : Job # Osgnr: Date: 4:43PM, 14 MAR 18 Description: Scope : user i(W 5358, Ver5.8.0, 1-Oac-2003 Multi -Span Concrete Beam Page 1 (c)1983.2003 ENERCALC Englnowng Software aecwCalculadons Description Cantilever Concrete Retaining Wall General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 rc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor,,, • • 1.50 Concrete Member Information • • • • Description •' • ..... Span it 3.50 ...... .. .. • Beam Width in 12.00 ...:.. :... • Beam Depth in 10.00 • • • • • • ' ' • • • . • . End Fixity Pin -Pin ' • • Reinforcing90 Center 0.31 in2 • . • • • • • • • , • • • • ear oepa, 8.00in • • • • Left Am 0.31in2 •••••• ' • ear oep 2.00in • : • • •' • Right A 0.31 in2 . • • .... ear 0ep 2.00in • • • .. • • Loads •• • Using Live Load This Span ?? Yes OL @ Left k/ft OL Q Right k/ft LL (c j Left k/ft LL cQ Right k/ft 0.220 Start ft 0.000- End ft 3.500 Results Beam OK Mmax @ Cntr k- 0.28 @ X = 2.03 Mn ' Phi k- 10.74 Max (g Left End k-ft 0.00 Mn . Phi k-ft 10.74 Max @ Right End k-ft 0.00 Mn " Phi k-ft 10.74 Bending OK Shear @ Left k 0.19 Shear @ Right k 0.38 Reactions & Deflections OL Left k 0.00 LL @ Left k 0.13 Total Q Left k 0.13 OL @ Right k 0.00 LL Q Right k 0.26 Total @ Right k 0.26 Max. Deflection in -0.000 Q X 2 it 1.82 Inertia : Effective in4 1,000.00. Shear Stirrups ourrup Recar area mz u.[ _u Spacing @ Left in Not Req'd Spacing @ .2'L in Not Req'd Spacing @ .4*L in Not Req'd Spacing @ .6'L in Not Req'd Spacing (§ .8'L in Not Req'd Spacing @ Right in Not Req'd • • • •• Adhesive Anchcring Systems ! 3.2.4 HIT -RE 500 V3 Epoxy Adhesive Anchoring System 3.2.4.3.1 HIT -RE 500 V3 adhesive with deformed reinforcing bars (rebar) Figure 1 - Rebar installed with Hilo HIT -RE 500 V3 adhesive ."braelcerYo�uttcrackecftcottcrates 1yPeamtsstbfedtsimeiftods:F� '-'=&rrttit%rtroncretecoa�eiitfo` Dry concrete Water- saturate • • con'csete • Hammer drilling • • • . • with carbide -tipped drill bit • • • • • • ' • • • 01" filled • mom• • Cracked and holes • • • •' • • • • • • • uncracked concrete • eSubwmirged • • • • • e (urldQiwater) • • • • • Hilti TE-CO or TE-YD ; • ; • Y 70 hollow drill bit and VC 20/40 •Dryryncrete • vacuum • • • e e e Diamond core drill bit with Water -saturated + Hilti TE-YRT roughening tool concrete Dry concrete Uncracked concrete Diamond core drill bit Water -saturated concrete Figure 2 - Rebar installed with Hilo'HIT-RE 500 V3 adhesive Table 2 - Specifications for rebar installed with Hilti HIT -RE 500 V3 adhesive Setting information Symbol Units Rebar size +►3 a4 a5 a6 1 07 1 #8 #9 a10 Nominal bit diameter d in. 1/2 5/8 3/4 7/8 1 1 1-1/8 1-3/8 1-1/2 minimum h n. 2-3/8 2-3/8 3 3 3-3/8 4 4-1/2 I 5 Effective l �'"`" (mm) (60) (60) (76) (76) (85) i (102) (114) ( (127) in. 7-1/2 10 12-1/2 15 17.1/2 20 22-1/2 25 embedment maximum ha, ( mm) (191) (254 ) (318) (381) (445) (508) 1 (572) 1 (635) Minimum concrete member thickness h_ (h + 130)4 I (h,y + 2d) (mm) ,+ Minimum edge distance' c_ in. 1-1/8 2.1/2 3-1/8 3-3/4 4-3/8 5 5-5/8 6-1/4 (in. (48) (64) (79) (95) (111) (127) (143) (159) Minimum anchor spacing s„- n. 1-7/8 2-1/2 3-1/8 3-3/4 I 4-3/8 5-5/8 13043) 6-1/4 (in. (48) (64) (79) (95) (111) (1257) (159) 1 Edge distance of 1-3/4-Inch (44mm) is permitted provided the rebar remains un-torqued. Note: The installation specifications in table 2 above and the data in tables 3 through 23 pertain to the use of Hilti HIT -RE 500 V3 with rebar designed as a post -installed anchor using the provisions of ACI 318-14 Chapter 17. For the use of Hilti HIT -RE 500 V3 with rebar for typical development calculations according to ACI 318.14 Chapter 25 (form" ACI 318-11 Chapter 12), refer to section 3.1.14 for the design method and tables 83 through 87 in section 3.2.4.3.8. 0 142 Hilt. Inc. (US) 1.800-879-8000 1 wwwhiM.com I an sapaAol 1.800.879-5000 1 Hild (Canada) Corp. 1-800.383-4458 I www.hiM.com I Anchor Fastening Technical Guide Ed. 17 a Adhesive Anchoring Systems v 3.2.4 HIT -RE 500 V3 Epoxy Adhesive Anchoring System Table 4 - HiM HIT -RE SW V3 adhesive design strength with concrete / bond failure for US rebar in cracked concrete12A4A47'a'-t1 Tension - (pN, Shear - 41V, f', - 2.500 Psi f'. - 3,000 psi f.� . 4,000 Psi f- 8,000 Psi f' 2.500 Psi f , ' 3,000 Psi f'a ' 4,000 Psi f', ' 5,000 psi Effective embedment (17.2 MPa) (20.7 MP.) (27.8 MPa) (41.a MPa) (17.2 MPa) (20.7 MPa) (27.8 MPa) (41.4 MPa) Reber size in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) 3-3/8 3,425 3,585 3.745 3,980 7,380 7,725 3,065 8,570 (86) (15.2) (15.9) (16.7) (17.7) (32.8) (34.4) (35.9) (38.1) 4-1/2 4,650 4,780 4,990 5,305 10,020 10,300 10,750 11,425 (114) (20.7) (21.3) (22.2) (23.6) (44.6) (45.8) (47.8) • • •(�0 9► 7.1/2 7,755 7,970 81320 3.840 16,700 17,165 10,920 45 (191) (34.5) (35.5) (37.01 (39.3) (74.3) (76.4) • • 4(74) + (84. 4-1/2 5.275: 5.780 8,670 7.125 11,360 12,445 •• jg,y0 •65,30 (114) (23.5) (25.7) (29.7) (31.7) (50.5) (55.4) ) (.3) 6 8.120 8,560 3,940 9.500 17,490 is, 440 19,255 ••20.4§5 04 (152) (36.1) 38.1) (39.8) (42.3) (77.8) 82.01 •• • 1.0)• 70 13,885 14,270 14,900 115.835 29,910 30,735 ••11.b95 34,1 65 (254) 61.81 83.5) (86.3) I (70.4) 133.0) I 136.7) • • **A) 15 .7)• 5-5/8 7,370 8.075 9,325 11,380 15,875 17,390 I • • 29480 Q8,514• (143) (32.8) (35.9) (41.5) (50.6) (70.6) (77.4) (10%0) 7-1/2 11,350 12,430 I 14,275 15,170 24,440 26,775 I• 30.795 0 32,8W 0 1 (191) (50,5) (55.3) (63.5) (67.5) (108.7) I (119.1) • (136.a) • flfi?41 • 1 72.1/2 22,175 22.790 23.795 ' 25,285 47,780 49,085 56 4 54,466 (318) (98.6) (101.4) (105.8) (112.5) (212.4) (218.3) • f928.M 12 f • 5-3/4 9,690 10,615 12.255 15.010 20,870 22.860 26,395 329W (171) (43.1) (47.2) (54.5) (68.8) (92.8) (101.7) (117.4) (143.8) 9 14,920 16.340 18,870 22,160 32,130 35,195 40,640 47,735 ,#60 (229) 66.4) (72.7) (83.9) 98.6) 142.9) (156.6) (180.81 212.3) 15 32.095 33.290 34,760 36.936 69,135 71,700 I 74,865 79,560 381 142.8) 148.1 154.6) 164.3 307. 318.9 333. 353.9) 7-718 12.210 13,375 15,445 18,915 26,300 28,810 33,265 40,740 (206 (54.3) (59.5) (68.7) (84:1) (117.0) (1282) (148.0) (181.2) 10-1/2 18,800 20.590 23.780 29,120 40,490 44,355 51,215 62.725 NT0 (267) (83.6) (91.6) (105.8) (129.5) (180.1) (197.3) (227.8) (279.0) 17-1/2 40,a45 "'310 47,31a 50,275 87,115 95,430 101,895 108,285 (445) 179.91 197.1) (210.4) (223.6) 387.5) (424.5) 453.2) (481.7) 9 14,920 16,340 18,870 23,110 32,130 35,196 40,640 49,775 (229) (66.4) (72.7) 83.9) (102.8) (142.9) (156.6) (180.8) (221.4) 12 22,966 25,160 29,050 35,580 49,465 54,790 82.570 78.635 ,t6i0 (305) (102.4 (111.9) (129.2) (158.3) 220.0) (241.0) (278.3) (340.9) 20 49,415 54,135 62,230 66,130 106,435 116.595 134,035 142.440 508) (219.8) (240.8) (276.8) (294-2) (a73.a) (518,6) (596.2) (633.6) 10-1/8 17,300 19,500 22.515 27,575 38.340 42.000 48,495 59,395 (257) (79.2) (86.7) (100,2) (122.7) (170.5) (186.8) I (215-71 (264.Z 13-1/2 27,405 30,020 34,665 42.455 59,025 84,860 74,665 91,445 10 (343) (121.9) (133.5) (154.2) (188.8) (262.6) (287.6) (332.1) (406.8) 22.1/2 58,965 64.596 74,585 81.930 127,005 139.125 160,650 176.465 (572) (262.3) (287.3) (331.8) (364.4) (564.9) (618.9) (714.6) (785.0) 11-1/4 20,850 22,340 26,370 32.296 44,906 49,190 56.800 ' 69,565 (286) (92.7) (101.6) (117.3) (143.7) (199.7) I (218.8) I (252.7) I (309.4) 15 32.095I160 480600 49,725 69.15 75.730 87,446 107,100 a10 (381) (142.8) (156.4) (0.6) (221.2) (307.5) (338.9) (389.0) (478.4) 25 39,060 75.655 817,360 97.510 148,750 162,945 188,155 210,020 (.) -) (3885) . (433.T, (861.7) (724.3) (837.0) (934.2)( 1 5ee Section 3.1.8 for explanation on development of load values. 2 See Section 3.1.8.6 to convert design strength value to ASO value. 3 Unear interpolation between embedment depths and concrete compressive strengths is not permitted. 4 Apply spacing, edge distance, and concrete thickness factors in tables 8-23 as necessary to the above values. Compare to the steel values in table 7. The lesser of the values is to be used for the design. 5 Data is for temperature range A: Max, short term temperature - 130"F (55"C), max, long term temperature - 110"F (43"C), For temperature range 8: Max. short term temperature . 176"F (80"C), max. long term temperature - 110"F (43'C) multiply above values by 0.69. Short term elevated concrete temperatures are those that occur over brief intervals, e.g., as a result of diumal cycling. long term concrete temperatures are roughly constant over significant periods of time. 8 Tabular values are for dry concrete and water -saturated concrete conditions. For water -filled drilled holes multiply design strength by 0.51. For submerged (under water) applications multiply design strength by 0.45. 7 Tabular values are for short term loads only. For sustained bads including overhead we, see Section 3.1.8.8. 8 Tabular values are for normal -weight concrete only. For lightweight concrete multiply design strength by A, as follows: For sand -lightweight, A� - 0.51. For all -lightweight, A, - 0.45. 9 Tabular values are for holes drilled in concrete with carbide tipped hammer drill bit. Diamond core drilling is not permitted in cracked concrete except as indicated in note 10. 10 Diamond core drilling with the Hilti TE-YRT roughening tool is permitted for ►5, 06. »7, a8, and w9 rebar in dry and water -saturated concrete. See Table 6 11 Tabular values are for static loads only. For seismic loads, multiply cracked concrete tabular values in tension and shear by a_.- 0.68. See section 3.1.8.7 for additional information on seismic applications. .._... ,...�.,_ .. .. 144 Hilti, Inc. (US) 1.800.879-8000 1 wwwhiM.com I an espahol 1.800-879-3800 1 pHIM (Canada) Corp. 1-800.363.4458 1 www.hild.com 1 Anchor Fastening Technical Guide Ed.;17