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RC-15-3160 (2) � ►�� �� Miami Shores Village '� Building Department RE�".�T rTrr3 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 J L 2 Z 2016 Tel:(305)795-2204 Fax: (305)756-8972 BY: INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 ►4 BUILDING Master Permit No. (0c7 PERMIT APPLICATION Sub Permit No. ER�UILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP ' 9 CONTRACTOR DRAWINGS JOB ADDRESS: kz� I�z �� 2C 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: n OWNER: Name(Fee Simple Titleholder): sJ CAS T-:I�j Phone#: �� Address: 10-11 �j4e %�,kl''`- Is,— City: W&,� U0q,-,S State: � Zip: 33 I3 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Naame:Q OGt.—b ^�.� ( � f7 t�>j Tic. Phone#: Address: _ r���1 Z� ) 0i''tT Q� �W 3 City: MOU'A, 1T/►�I t�l l�Q� State: C Zip: :31YI Qualifier Name: 6A&77 Jo `''/m,o(t7l p Phone#: State Certification or Registration#: (� ��Y�j I Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition E? Alteration / ❑ New E] Repair/Replace• ❑ Demolition Description of Work: "am? 1'�lJ fa Q S/ai•e 6ase­ Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ ( Z Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ r�- �� (�J) Bond$ TOTAL FEE NOW DUE$ Z(Z CK) (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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 on estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law ochu will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of com ncemenk must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In he absen a of such posted notice, the inspection will not be approved and a reinspection fee will be charged. owy Signature Signature OWNER or AGENT CO TRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument w s acknowledged before me this T� day of 120 by ��� ,',,�� rrday f t^-1 20 16 by who is personally known to t[�yrO�Nl7 �D�t].Y who is personally known to me or who has produced as me or who has produced as identification and who di take an oath. identification and who did take an oath. NOTARY PUBLIC: OTARY PUBLIC: Notary Public State of Florida Notary Public State or Florida . Patricia Fagglonato PaWda Fagglonato My Commission FF 956808 sT My Commission FF 956808 of, Expires 03/15/2020 Sign: or d� Expires 03/1&202o ign: Print: Print: Seal: Seal: APPROVED BY Plans Examiner Zoning 1,I)AAK/111 Structural Review Clerk (Revised02/24/2014) i Miami Shores Village Building Department JAN 19 2017 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 T-,y — — Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20JU BUILDING Master Permit No. AL LS PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL DPUBLIC WORKS CHANGE OF CANCELLATION ❑■ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1051 NE 92nd st City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO X Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):Alfonso del Castillo Phone#: Address:1051 NE 92nd st City: Miami Shores State: FL Zip: 33138 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: GMB Construction, Inc Phone#: 3056135572 Address: 7929 West dr, #703 City: North Bay Village State: FL Zip: 33141 Qualifier Name: Gustavo Biaggi Phone#: 3056135572 State Certification or Registration#: CGC 1514518 Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of work: Shop drawing for interior staircase 'G. Specify color of color'thrd,tile:- Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised 02/24/2014) t I Bonding Company's Name(if applicable) Bonding Gorr any's A_id'dress City State Zip Mortgage Lender's Name(if applicable) Mortga e L ncTer's Address State 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law br hure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of com enceme t must be posted at the job site for the first inspection which oc urs seven (7) days after the building permit is issued. In the a e ce of such posted notice, the inspection will not be approve d a reinspection fee will be charged. Signature _ Signature ER or AGENT C TRACTOR TheQforegoing instrumen��tpp��as's acknowledged before me this The foregoing instrument w''a acknowledged before me this I$wl dayof_d�-iV� 20Jby day of �'�t1U _ 20 by lho is personally known to '�>t��� who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: Notary �Fa bk State Florida ry �� "! Patricia Fagg onto Seal: ,, >' fi patrigglona Seal: MyCoissonFF 956909 My Commission FF 958809 s:7, � rett 512 20 and ires 03t1&2020 k k k M+k*k k+k+F#k M F k k k+M k h k#N k#kik k$Y,L#+.,L..,•u..,..,.n./.# i[,It##,k##k+k Mk k k k+k#iF+k##k#k#1k k#k#####k##k k#k#k##kMk*k k k k k#k k#k k k k lR k k k# APPROVED BY l( �Z Plans Examiner Zoning Structural Review Clerk (Revisedoz/za/zoia) PLF STRUCTURAL ENGINEERS, INC. JOB TITLE STEEL STAIR CA# 30758 4960 SW 52nd ST, Suite#407, Davie, FL 33314 JOB NO. SHEET NO. O: (954)533-3237 Fax: (954) 533-2117 CALCULATED BY DATE 6/24/16 email:pfiallo@plfengineers.com CHECKED BY PF DATE CS12 Ver 2013.07.01 www.struware.com STRUCTURAL REVI J APPROVED DA44- 1 STRUCTURAL CALCULATIONS '••••• ••••;• ...... .. ...... FOR • STEEL STAIR •••• •• ••••• ...... . . ..... .. .. . ...... 1051 NE 92 ST •••••• • MIAMI SHORE Pedro L. Fiallo, P.E FL Lic.: 76100 �.J TABLE OF CONTENTS DESCRIPTION PAGES STEEL STAIR • Load breakdown and steps design...............................................1-5 • Steel elements verification results......................................6-16 • Connections design .....................................................17- 25 . . .... ...... ...... .. ...... .... . .. ..... ...... . . ..... Pedro L. FialloyI..E. FL Lic. No.: 761M :•••:• """ PLF STRUCTURAL ENGINEERS, INC. Project Name: 1051 NE 92 STREET 151za sn� Projed No.: Sheet No.: i CA# 30758 cala,ktw By. Fes; —---- Date: 4960 SW 52nd ST, Suite#407, Davie, FL 33314 Ph: (954)533-3237 Fax: (954)533-2117 `By. email: pfialio@plfengineers.com : i 1 , i � ! i i ► i ! -- ' ' -.-M�-t:" 4 �T------ .i_ 1 too 000• i i •!•,••,•• • •• •• ! I I ! j i ! i i i ! i j j • • •• zco rlt i i i ! ; ! i i�� • i 1 i41 ! S ! 41- ff ! j 41 ' 4 h IF At ! , j �IyXM ! ,},ma coo �' 5' 4-1 4+,t88. ) to F+�. �: 3 ` S°�.-I i +" ''' .€ : t -; 59.°J2 3 r� PLF STRUCTURAL ENGINEERS, INC. Project Name: 1051 NE 92 STREET CA# 30758 Project No.: .. Sheet No.: �Z 4960 SW 52nd ST, Suite#407, Davie, FL 33314 Calc'6ited By: FDA Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By PF _ __-----_ _ Date: email: pfiallo@pifengineers.com i . ! i ! i ! - - -- -.. ..._. I 1. : f. Y I , , ; I - , / - — _ - i I ' - - - - ; i i ! i � I i I I i ' j j ! •• •• • •• ••• : ! •• .. • • ! i i i i � I � i i ; . .•• 00 0990 i I I i ; i � ! i � i I ` ! I • • • i i I I ! ' i ' i I •• • i i I i i • I � i ! , I i i ! i i i j ` � j i I I i j I I i ! i I i j I i i i i i PLF STRUCTURAL ENGINEERS, INC. Project Name: 1051 NE 92 STREET CA# 30758 Project No.: . ?-.o a Sheet No.: 4960 SW 52nd ST, Suite#407, Davie, FL 33314 CAmA ted By: FDA Date: Ph: (954) 533-3237 Fax: (954) 533-2117 Checked By. PFDom: email: pfiallo@plfengineers.com + r r T : i r J i i i i 1 r 3oot�s -rt i 'P 1 i + ; i r r r r r i- i i i i 1 r i r r r i r , r r j— i r � j r i I r I j ` I `6 �. X65 i j .1.: . i L• ..... • • • p I tol. .. .:.. I , I + i ! i i i i l • • • // i i i I ! i // •• •• PIK �+ + t ;� a r x 3 ...... lip, • • •• • • • i I i 1 j I I I I I •• • Alp 1f442. `!� r I I I I I i j j i i j I -I It t r+ I i I 1'.7.4 A 2 '�f e., 6E ^C�Ge tit ��2 4f = 3(8 ,Aiw4aAe*7 i 11.2 Reference Withdrawal Design Values 11.2.1 Lag Screws 11.2.1.2 When lag screws are loaded in withdrawa from end grain, reference withdrawal design values, W 11.2.1.1 The reference withdrawal design values, in shall be multiplied by the end grain factor, C.,=0.75. lb/in. of penetration, for a single lag screw inserted in 11.2.1.3 When lag screws are loaded in withdrawal side grain, with the lag screw axis perpendicular to the the tensile strength of the lag screw at the net (root wood fibers, shall be•determined from Table 11.2A or section shall not be exceeded(see 10.2.3). Equation 11.2-1, within the range of specific gravities and screw diameters given in Table 11.2A. Reference withdrawal design values, W, shall be multiplied by all applicable adjustment factors (see Table 10.3.1) to ob- tain adjusted withdrawal design values,W'. W=1800 G"D3'4 (11.2 Table 11.2A Lag Screw Reference Withdrawal Design Values (W)1 Tabulated withdrawal design-valuesi Len h of thread penetration in main member shall not include the length of the to er6d ti see Appendix L). Specific Gravity, Lag Screw Unthreaded Shank Diameter,D ° G 1/4" 5/16" 3/8" 7/16" 1/2" 5/8" 3/4" 7/8" 1" 1-1/8" 14/4" 0.73 397 469 . 538 604 668 789 905 1016 1123 1226 1327 _ - o � 1 .7n *•.�, - z,^.r_ T"-F++.r H ' 6Y sG. �„ a z 0.68 357 422 484 543 600 709 813 913 1009 1103 1193 4^i,�' fF \ �k '16'4 t..!-..Y,.GZ: ,. .. .. ::ty*. ..rv�'[,; ..../... r,"A *�.� .� •�1'.i �T.M f_1 ay..W..� ; � _f 0.58 281 332 381 428 473 559 641 719 .. 869 940 im`, � +` ,*k � .--,T _ � "ley. � •• w ••_+R 1. J R .! r, 0.51 232 274 314 353 390 461 528 ••5VS• 656 • 716•• ••775 " :r'Y �'„:e... -....4 2s"S'. .. *.M•^� .r .a/SL.- tf.: •t: fi ..W ;�..C! .._.. 0.49 -218 258 296 332 367 434 498 '.5.58' 517.. 674.. . 730 `+. .. "a�`.,... .... �`:_? .u,. � �_............f a.._.. ,c.: .:.;T .,.n,s �"_T�t..""' �'_ _. �� a_ �.-.c- •s .^.�.�4., ..£.i;'RC�-+►�- a-��r .�","�`.-k 0.46 199 235 269 302 334 395 453 •�5M S62 613'• :'664 ^"rte, f_ 4 -� y. ."�v' of • ,�! .eice^ � •�. .S ��^"�'j'�� 3,• +r' „�..'� Fe:, z&_ .S.-u•;.ar<.. a .zJ: -.z!R.,,,,r'�4^�4„,(;. •27 _. ,�� V •.+.a. "_"�.�- •`�'[3fi1�... 0.43 179 212 243 273 302 357 409 4.49. 508 55f.., .:600 �.t.Nm'^^Y"5�,� 4 T Y 'F,� 4{X„YIJ* 9 ♦ "1... S �'"9 f `IM� It '.m '� '.G' Lr G.- .?} x�r -,'N�.7.t� .»....._... Y. .i i•. YS C` W 't. h".Ixro .i xgi.-__ "E" w 0.41 167 198 '226, 254 281 332 381 428 473 516 559 Y: e-K A3 123'.S"Ght1�M Ys.., ri'-. _ .. f n{".� - ' : i�t p+T-:� Y. •, NdsN .m ..a .z3 .... .-.t"i+L.. �gy �a'�•' ,..t..Ys.,?�3_.. 0.39 155 183 210 236 261 308 353 397 438 479 518 ' AME y ..oY' r_.. � L Y t -1^ G_ 11 0.37. 143 169 194 .218 241 285 326. 367 405 443 479 "�4_p'S •a.n%� - i L 'w'ayy` 'y, Y ",. -t ,.` .yY' ew S ' �m r 3 s 4 J Ti` •~ . _ .. 3i 2•. 0.35 132 156_ 11 200 222 262► 300 337 ?3373 4.0�Y77 441 12 ti. y., ti._ `.r^ ^t'C" , 1.Tabulatedwitbdrav�aldesign`values(w)for lag screw connecti6&shall'be multiplied by all applicable adjustment factors-(see Table 10.3.1). AVER CAN WOOD COUNCIL PLF STRUCTURAL ENGINEERS, INC. Project Nam: 1051 NE 92 STREET CA# 30758 Project No.: _.._ _ sheet No.: Q 4960 SW 52nd ST, Suite#407, Davie, FL 33314 C&'(ated By: FDA Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By. _PF Dot: email: pftallo@plfengineers.com ......_-__.-_._. ........................ ......._._.__..__._....---._..—...._ i .......... i i i. I i i � •� .� I ! ! j i ! ; i-- I : i i i I ! j I i i f ! i � j I ( i i i ,• •••••• •• ••• • ' ( I i ! j i i i j • • • ! ) j 1 ! ! i i ••• I i ! i I ' ' I •• • • 00 •• •• i I i i ± I i i I I I ••• •• • • •• 000•• ' 0 of • I •• ••• 00000 iii••• • i i ' i ! I I • • • 00, ••• { j i ! I � I i I I i ! i I ••• •• Ilk •• • •••• • • •• • { i j i ; Nd. I$entlev Microsoft Current Date:6/8/2016 5:14 PM Units system:English File name:Z:\@ENGINEERING\@@ DESING\150907 Alfonso del Castillo_1051 NE 92 ST,M.Shores\S-Caics\steel stair\stair.etz\ Steel Code Cheek Report: Concise Members: Hot-rolled Design code: AISC 360-2010 ASD Member : 1 Design status : OK Secdon 111ft"NEON Section name: HSS_RECT 8X4X1_4 (US) Dimensions 10 a = 8.000 [in] Height b = 4.000 [in] Width T = 0.233 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [int] 5.240 •••• Moment of Inertia(local axes) (1) [in4] 42.500 14.400 ••• •• • • • Moment of inertia(principal axes) (i') [in4] 42.500 • • 44.400 • Bending constant for moments(principal axis) (J') [in] 0.000 • 0.000 •••. : . Radius of gyration(local axes) (r) [in] 2.848 "';"1.658 " """ Radius of gyration(principal axes) (r) [in] 2.848 •••'••1.658 • 000000 Saint-Venant torsion constant. (J) [in4] 35.300 •••• •• • • Section warping constant. (Cw) [in6] 11.592 000000 i ••• ••••• Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.000 ......0.000 . . ..:..0 Top elastic section modulus of the section(local axis) (Ssup) [n3] 10.600 ••'••'7.210 ;""' ...... Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 10.600 ••••0 .210 • •• Top elastic section modulus of the section(principal axis) (S'sup) [in3] 10.600 • • •7.210 • Bottom elastic section modulus of the section(principal axis) (S'inf) [in3] 10.600 07.210:...:. ••••• Plastic section modulus(local axis) (Z) [in3] 13.300 .'.8.200 Plastic section modulus(principal axis) (Z) [in3] 13.300 •• 08.200 ••;'• • ' Polar radius of gyration. (ro) [in] 3.298 •• • Area for shear (Aw) [in2] 1.538 3.402 Torsional constant. (C) [in3] 13.584 Material:A500 GrB rectangular Properties Unit Value Yield stress(Fy): [Kipfin2] 46.00 Tensile strength(Fu): [Kiprn2] 58.00 Elasticity Modulus(E): [Kipfin2] 29000.00 Shear modulus for steel(G): [Kipfin2] 11153.85 Pagel DESIGN CRITERIA O Description Unit Value Length for tension slenderness ratio(L) [ft] 15.15 Distance between member lateral bracing points Length(Lb)[ft] Top Bottom 15.15 15.15 Laterally unbraced length Length[ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 15.15 15.15 15.15 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN ./ Axial tension Ratio 0.01 Capacity 144.34[Kip] Reference Eq.Sec.D2 Demand 0.77[Kip] Ctrl Eq. id0 at 100.00% Intermediate results Unit Value Reference •••• 0000.. Factored axial tension capacitv(Pn/S2) [Kip] 144.34 •fiq.Sec. D2•••• •• . so AXIAL COMPRESSION DESIGN It0090 .. . :•"•: Comoression in the malor axis 33 Osseo* •eo •0 0:0 :0• 00.00. . .0000. Ratio 0.01 •• •• ....i. Capacity 109.72[Kip] Reference Sec.E7:••;•; 0 •. Demand 0.78[Kip] Ctrl Eq. id0 at 0.60% • • 0 •••••• 0000.. . 0000.. Intermediate results Unit Value Reference '..' ; • Section classification Factored flexural buckling strength(Pn3310) [Kip] 109.72 Sec.E1 Compression in the minor axis 22 Ratio 0.01 Capacity 64.26[Kip] Reference Sec.E1 Demand 0.78[Kip] Ctrl Eq. id0 at 0.00% Paget 0 Intermediate results Unit Value Reference Section classification Factored flexural budding strenoth(Pn22/SZ) [Kip] 64.26 Sec.E1 FLEXURAL DESIGN J Bending about maior axis.M33 Ratio 0.16 Capacity 30.53[Kip*ft] Reference Sec.F1 Demand 4.83[Kip*ft] Ctrl Eq. id0 at 50.00% Intermediate results Unit Value Reference Section classification Factored yielding strength(Mn/S2) [Kip*ftl 30.53 Sec.F1 Bendina about minor axis.M22 Ratio 0.01 Capacity 18.82[Kip*ft] Reference Sec.F1 Demand -0.22[Kip*ftl Ctrl Eq. idl at 46.88% Intermediate results Unit Value Reference Section classification Factored yielding strenoth(Mn/S2) [Kip*ft] 18.82 Sec.F1 DESIGN FOR SHEAR It Shear in maior axis 33 Ratio 0.00 Capacity 25.42[Kip] Demand 0.01 [Kip] Ctrl Eq. id1 at 0.00% .... . . .... ...... Intermediate results Unit Value Tteference00*00* • i ••••i• 000.90 • • • Factored shear caoacitv(Vn/Q) [Kip] 25.42 •••••• • .... . .. ..... Shear in minor axis 22 ";": :•9.:. "'• •. .. . ..•0•. 0.02 Ratio 0.00•• ' '• . • Capacity 56.23 KPI • • • •••••• Demand -1.28[Kip] Ctrl Eq. id0 at 10p.00% :""' • Intermediate results Unit Value Reference • Factored shear caoacitv(Vn/0) [Kip] 56.23 TORSION DESIGN d Torsion Ratio 0.01 Capacity 18.71 [Kip*ft] Demand -0.27[Kip*ft] Ctrl Eq. id1 at 50.00% Page3 Intermediate results Unit Value Reference Factored torsion capacity(Tn/S2) Kp"ftl 18.71 COMBINED ACTIONS DESIGN d Combined flexure and axial compression .............................................................................................................................................................................. Ratio 0.16 Ctrl Eq. id0 at 50.00% Reference Eq.1-11-1b .............................................................................................................................................................................. Intermediate results Unit Value Reference Interaction for doubly symmetric members for in-plane bending — 0.16 Eq.1-11-1b Interaction for doubly symmetric members for out-of-plane bending — 0.02 Eq.1-11-2 Combined flexure and axial tension .............................................................................................................................................................................. Ratio 0.16 Ctrl Eq. id0 at 50.00% Reference Eq.H1-1b .............................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial compression about local axis .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. Combined flexure and axial tension about local axis .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. . . . . •••. 000.0. • . • • Combined torsion,flexure,shear and axial compression •• • ••• • • ...................................................................................................................................................................0..•. •• 00..00 Ratio N/A *so:** • • • Ctrl Eq. — Reference .... .. •••• • • • • :*00:00. ••..• Combined torsion,flexure,shear and axial tension .0:0 • •• •. • 0000•• .............................................................................................................................................................................. . Ratio N/A •• Ctrl Eq. — Reference 0 • • • ***069 0000•• .................................................................................................................................................................:.........- • • • •00.00 .. • 000• 0 0 Member . 2 Design status : OK Se�t10n 1[If0�ltetlAll Section name: W 10X12 (US) Page4 Dimensions /U bf = 3.960 [in] Width d = 9.870 [in] Depth k = 0.510 [in] Distance k k1 = 0.563 [in] Distance k1 tf = 0.210 [n] Flange thickness tw = 0.190 [in] Web thickness Properties Simon propels Unit Major axis Minor axis Gross area of the section. (Ag) [in2] 3.540 Moment of inertia(local axes) (1) [in4] 53.800 2.180 Moment of inertia(principal axes) (I') [in4] 53.800 2.180 Bending constant for moments(principal a)is) (J') [in] 0.000 0.000 Radius of gyration(local axes) (r) [in] 3.898 0.785 Radius of gyration(principal axes) (r') [in] 3.898 0.785 Saint Venant torsion constant. (J) [in4] 0.055 Section warping constant. (Cw) [in6] 50.900 Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section(local axis) (Ssup) [in3] 10.900 1.100 Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 10.900 1.100 Top elastic section modulus of the section(principal a)is) (S'sup) [1n3] 10.900 1.100 Bottom elastic section modulus of the section(principal a)is) (S'inf) [in3] 10.900 1.100 Plastic section modulus(local axis) (Z) [in3] 12.600 1.740 Plastic section modulus(principal a)is) (Z') [in3] 12.600 1.740 Polar radius of gyration. (ro) [in] 3.977 Area for shear (Aw) [in2] 1.660 1.880 Torsional constant. (C) [in3] 0.222 Material:A36 Properties Unit Value Yield stress(Fy): [KIp/in2] 36.00 Tensile strength(Fu): [Kip1in2] 58.00 • • Elasticity Modulus(E): [Kipfin2] 29000.00 : ••• ••.• ••••+• Shear modulus for steel(G): [Kipfin2] 11507.94 +• • ••.• •• • DESIGN CRITERIA •+•••• ••• •"•• ...... . . ..... Description Unit Value ' ' 00.00• . • Length for tension slenderness ratio(L) [ft] 3.13 • • • ' . • • • 060000 0000•• Distance between member lateral bracing points : ,•. • •••• .. • _ _ 0000 . • Length(Lb)[ft] " ' Top Bottom 3.13 3.13 Laterally unbraced length Length[ftj Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 3.13 3.13 3.13 1.0 1.0 1.0 PageS Additional assumptions Continuous lateral torsional restraint No l� Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN J Axial tension Ratio 0.00 Capacity 76.31 [Kip] Reference Eq.Sec.D2 Demand 0.01 [Kip] Ctrl Eq. idl at 0.00% Intermediate results Unit Value Reference Factored axial tension caaacitv(PnQ) [Kip] 76.31 Eq.Sec.D2 AXIAL COMPRESSION DESIGN It Compression in the maior axis 33 Ratio 0.00 Capacity 73.40[Kip] Reference Sec.El Demand 0.00[Kip] Ctrl Eq. id0 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural budding strength(PnWfl) [Kip] 73.40 Sec.E1 Compression in the minor axis 22 Ratio 0.00 • . `....` •....• Capacity 66.79[Kip] Reference Sec.E1 . • • • Demand 0.00[Kip] Ctrl Eq. id0 at 0.00 ` "`• • • Intermediate results Unit Value Refeierce ;•• •• ' ' Section classification •••••• • • ""' Factored flexural buckling strength(Pn2210) [Kip] 66.79 49ec!E1 `• • •....• • Factored torsional or flexural-torsional budding strength(Pni 1/0) [Kip] 69.24 FLEXURAL DESIGN 1/ •• " •••• ' ' Bendina about maior axis.M33 Ratio 0.05 Capacity 22.63[Kip`ft] Reference Sec.F1 Demand 1.05[Kip-ft] Ctrl Eq. id0 at 62.50% Intermediate results Unit Value Reference Section classification Factored vielding strength(Mn/0) [Kip'ft] 22.63 Sec.F1 Page6 Sending about minor axis.M22 Q y Ratio 0.04 Capacity 3.13[Kip'ft] Reference Sec.F1 Demand 0.13[Kip-ft] Ctrl Eq. id1 at 62.50% Intermediate results Unit Value Reference Section ciassification Factored vieldina strenath(Mn/0) [Kip'ft] 3.13 Sec.F1 DESIGN FOR SHEAR Shear in malor axis 33 Ratio 0.00 Capacity 21.47[Kip] Demand -0.06[Kip] Ctrl Eq. id1 at 0.00°k Intermediate results Unit Value Reference Factored shear caaacb(Vn/SZ) [Kip] 21.47 Shear in minor axis 22 Ratio 0.04 Capacity 27.07[Kip] Reference Sec.G2.1(a) Demand -0.95[Kip] Ctrl Eq. id0 at 65.63% Intermediate results Unit Value Reference Factored shear caoacitv(Vn/0) [Kip] 27.07 Sec.G2.1(a) COMBINED ACTIONS DESIGN V` Combined flexure and axial compression 0 0 0• ................................................................................................. ............................................................1.............. 0000 0000.. Ratio 0.05 Ctri Eq. id at 62.50% Reference Eq.HI-lb 0 9:0 0 •0 0 0 0 00:0 .............................................................................................................................................................�'. '.�... . . . 000.. 0000 .. . 0 . Intermediate results Unit Value •1164 rence • ••• *0:000 0000.. .0000 Interaction of flexure and axial force — 0.05 ••EgPH1-1b 0000.. Combined flexure and axial tension 0000.. ...............................................................................................................................................................�.a.....s.... 0000 . Ratio 0.05 • Ctri Eq. id0 at 62.50% Reference Eq.1-11-1b .............................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial compression about local axis .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. Pagel Combined flexure and axial tension about local axis (3 .............................................................................................................................................................................. Ratio N/A Ctrl Eq. - Reference .............................................................................................................................................................................. Member : 3 Design status : OK MCOOR infOMMOn Section name: HSS_SQR 3X3X1 4 (US) Dimensions aIN 000 [in] Height b = 3.000 [in] Width T = 0.233 [in] Thickness Properties Section properties Unit Major axis Minor axis Gross area of the section. (Ag) [In2] 2.440 Moment of Inertia(local axes) (1) [in4] 3.000 3.000 Moment of Inertia(principal axes) (i') [in4] 3.000 3.000 Bending constant for moments(principal axis) (J') [in] 0.000 0.000 Radius of gyration(local axes) (r) [in] 1.109 1.109 Radius of gyration(principal axes) (r•) [in] 1.109 1.109 Saint-Venant torsion constant. (J) [in4] 5.080 Section warping constant. (Cw) [in6] 0.000 Distance from centroid to shear center(principal axis) (xo,yo) [in] 0.000 0.000 Top elastic section modulus of the section(local axis) (Ssup) (in3] 2.000 2.000 •••• Bottom elastic section modulus of the section(local axis) (Sinf) [in3] 2.000 • 2.000'....' ...•.. Top elastic section modulus of the section(principal axis) (S'sup) [in3] 2.000 '..' ; 2.000,.. Bottom elastic section modulus of the section(principal axis) (S'inf) [n3] 2.000 ...... 2.000 • Plastic section modulus(local axis) (Z) [in3] 2.500 0 2.500 Plastic section modulus(principal axis) (T) [in3] 2.500 2.500 •...•• Polar radius of gyration. (ro) [in] 1.571 •"". :'. '. ' ' Area for shear (Aw) [in2] 1.072 "" 1.072 •"•• Torsional constant. (C) [in3] 3.518 ";'•; ;...;. •"•• .• .. • .....• Material:A500 GrB rectangular •• • • • . . . • •....• Properties Unit Value • • • Yield stress(Fy): [KipAn2] 46.00 .. . Tensile strength(Fu): [KipAn2] 58.00 Elasticity Modulus(E): [Kip/in2] 29000.00 Shear modulus for steel(G): [Kip/in2] 11153.85 DESIGN CRITERIA Description Unit Value Length for tension slenderness ratio(L) [ft] 7.85 Page8 Distance between member lateral bracing points Length(Lb)[ft] Top Bottom 7.85 7.85 Laterally unbraced length Length[ft] Effective length factor Major axis(L33) Minor axis(L22) Torsional axis(Lt) Major axis(K33) Minor axis(K22) Torsional axis(Kt) 7.85 7.85 7.85 1.0 1.0 1.0 Additional assumptions Continuous lateral torsional restraint No Tension field action No Continuous flexural torsional restraint No Effective length factor value type None Major axis frame type Sway Minor axis frame type Sway DESIGN CHECKS AXIAL TENSION DESIGN q Axial tension Ratio 0.00 Capacity 67.21 [Kip] Reference Eq.Sec.D2 Demand 0.00[Kip] Ctrl Eq. id0 at 0.00% Intermediate results Unit Value Reference Factored axial tension caoacitv(Pn/0) [Kip] 67.21 Eq.Sec.D2 AXIAL COMPRESSION DESIGN It .•.. • • •••• •••••• Compression In the maior axis 33 • • • • Ratio 0.02 ••�••• •� '•'••' • Capacity 41.36[Kip] Reference Sec.E1•••••• • • • Demand 0.95[Kip] Ctrl Eq. id0 at 0 0M• *a # • • :•••• Intent edlate results Unit Value ..Rg;fence ••••• •••••• • Section classification • • • • • • • • •••••• Factored flexural budding strenoth(Pn33/SZ) [Kip] 41.36 Seq.E1 ••••• • •• • Goes . • Compression in the minor axis 22 •e Ratio 0.02 Capacity 41.36[Kip] Reference Sec.E1 Demand 0.95[Kip] Ctrl Eq. id0 at 0.00% Intermediate results Unit Value Reference Section classification Factored flexural budding strength(Pn22Q) [Kip] 41.36 Sec.E1 Page9 FLEXURAL DESIGN �l Bendinsa about mallor axis.M33 /S Ratio 0.00 Capacity 5.74[Kip*ft] Reference Sec.F1 Demand 0.00[Kip*ft] Ctri Eq. id0 at 0.00°x6 intermediate results Unit Value Reference Section classification Factoredyielding strength(Mru'Q) [Kip*ft] 5.74 Sec.F1 Bendinia about minor axis.M22 Ratio 0.00 Capacity 5.74[Kip*ft] Reference Sec.F1 Demand 0.00[iGp*ft] Ctrl Eq. id0 at 0.00% Intermediate results Unit Value Reference Section classification Factored Yielding strength(Mn/0) [Kip*ft] 5.74 Sec.F1 DESIGN FOR SHEAR le Shear in malor axis 33 Ratio 0.00 Capacity 17.72[Kip] Demand 0.00[Kip] Ctrl Eq. id0 at 0.00% Intermediate results Unit Value Reference Factored shear caoa0v(Vn/S2) [Kip] 17.72 Shear in minor axis 22 Ratio 0.00 Capacity 17.72[Kip] Demand 0.00[Kip] Ctrl Eq. id0 at 0.00% ••••* . . .... ...... Intermediate results Unit Value •.RBf i;nce •.: •.•.i• Factored shear caoacdv(Vn/.R) [Kip] 17.72 .... .. :"": .... . .. ..... ...... . . ..... TORSION DESIGN .1 • •••••• .. .. . ...... Torsion �••�•� • •� . . . . ...... Ratio 0.00 • • • • Capacity 4.84[Kip*ft] •• • •••• • • Demand 0.01 [Kip*ft] Ctrl Eq. id1 at 0.00% '..' Intermediate results Unit Value Reference Factored torsion caoaciri(Tn/Q) [Kip*ft] 4.84 COMBINED ACTIONS DESIGN J Page10 Combined flexure and axial compression Ratio 0.01 Ctrl Eq. id0 at 0.00% Reference Eq.H1-1b .............................................................................................................................................................................. Intermediate results Unit Value Reference Interaction of flexure and axial force — 0.01 Eq.H1-1b Combined flexure and axial tension .............................................................................................................................................................................. Ratio 0.00 Ctrl Eq. id0 at 0.00% Reference Eq.H1-1b .............................................................................................................................................................................. Intermediate results Unit Value Reference Combined flexure and axial compression about local axis . .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. Combined flexure and axial tension about local axis .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. Combined torsion,flexure,shear and axial compression .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. Combined torsion,flexure,shear and axial tension .............................................................................................................................................................................. Ratio N/A Ctrl Eq. — Reference .............................................................................................................................................................................. . . .... ...... ...... .. ...... .... . .. ..... ...... . . ..... . . . . ...... Paged PLF STRUCTURAL ENGINEERS, INC. Project Name: 1051 NE 92 STREET CA# 30758 Project No.: — Sheet No.: r t ---____ 4960 SW 52nd ST, Suite#407, Davie, FL cala,lated By: FDA 33314 Date. Ph: (954) 533-3237 Fax: (954)533-2117 Checked By: PF___--___--- Date: email: pfcallo@plfengineers.com _._._.._ .........�------._.� _ __-----__ ....... , : : -r Bow I e*) dw ib' Ii,'._.-µi i iI i!i Il i I •QJI!{��I�I-2_i: ✓i��j ir;i ! !:i ii iNi j4i�a'Lf�•�I X: �d� i j v i ;'{ ! _ �••-I !'i a•.I••I' I_s•/� _. yI •-• ••a•� - ------ ! _.! m lI eA • --•.•- gape •.� boo •••.•••••.•• ••te{ •/ Z • • / Y- F/7 • ••••A :M(W2 ••.•• i ! v 5 / s Stcr� oA� PLF STRUCTURAL ENGINEERS, INC. ProjectNarne: 1051 NE 92 STREET Project No.: Sheet No.: CA# 30758 - 4960 SW 52nd ST, Suite#407, Davie, FL 33314 Calculated By: FDA Date: Ph: (954)533-3237 Fax: (954)533-2117 Checked By: PF Date: email: pfiallo@pifengineers.com . _i. ; ; : I— I � — i t : t : ; i i t i �w ! V�I i . _ - i S i i t JCIis. _ 2. it j I ; f, Vn I i i t it I ! ! � ; 1 ••• 41 Foe t �..{ I i I i i j t I I i i I t •• • •• • • • I I I � ( t • " 4 I i j / t ; i I j •••I• • • • • .I i / / •••• •Y •• •• t� � 1 I t j i ! ; t t I '� r • ! i � 1 I � t I , i i I I • • •• •• I � I I I i i I � i • h ` •; t i i t i j I i • • • •• ••+ i i ; i •• • NI i t ! 74-T-1 7 1 ' 1 4A 1 D.�-5 X 32 86 > z39111,45 b� PLF STRUCTURAL ENGINEERS, INC. ProjectNwe: 1051 NE 92 STREET CA# 30758 Project No.: Sheet No.: 4960 SW 52nd ST, Suite#407, Davie, FL 33314 Calculated By: FDA Data: Ph: (954)533-3237 Fax: (954) 533-2117 Checked By. PF Date: email: pfiallo@ofengineers.com WM-Ji 71- ........................... ............ ig.(,I ............. ............ L 1A .............. ...... 4V L 12- J? x A& 1V 00 114 Vi A;f al I i 44 2V 'I V.J'2'40 K t.17 ZK Shear Loads for Carbon-Steel Wedge-All®(and Tie-Wire)Anchors Normal-Weight Concrete Fa ' 114 2'4 1% 920 47 230 230 i i/4. 29 64) 41 (4.1) 0.2) (1.0) (1.0) &; (6.4) 21/4 2'4 3'/e 2 230 230 �1©= (57) 2'4 5 3'/a 6,560 850 1,485 f 1,625 57 (127) (79 (29.2 j (3.8) (0 - j ` t (7.2 0(12.7) ( 5 4a4 5,160 880 'I,B? 0 2,020 50 (86 (127) 121 (86.3) 3.9) I (8.2) (9.0) (81.3) 5 6'/. 0 ( 2,020 114) 127 (159) 8.2 i (9.0 G, 2; 3% 714 4% 11,360 792 2,$40 i 2,840 2,840 (86) (191) 121 50.5} (3.5) 12:6) (12.6) (12.6) a/a 5 714 7 18,430 1,821 4,510 4,610 4,610 150 (19.1 j (127) 191) 178) (82.0) 8.5) (20.5) (20.5) 20.5. (203.4) 6% 7'/x 914 i � 4,610 4,610 4,610 (171 191) 241) (20.5) (20.5 20.5) 4'4 1 10 6'/a 22,519 1,156 5,730 5,730 5,730 1 (114) (254) (159) 100.2) (5.1) 25.5) (25.5) (25.5) 300 (25.4) 9 1 10 12% I 25,380 729 1 6,345 6,345 6,345 (406.7) 229) , 254) (321) (112.9) (3.2) (28.2) (28.2) 28.2) 1.The allowable loads listed are based on a safety factor of 4.0. *See pag&Vilor 2.Refer to allowable load-adjustment factors for spacing and edge distance on pages 141,142 and 144. an exptapajigp • 3.Drill bit diameter used in base material corresponds to nominal anchor diameter. • . . of the load to �e 4.Allowable loads may be linearly interpolated between concrete strengths listed. •• • icons•••. 5.Allowable loads for 1/4-inch size at 1/a-inch embedment apply to both the Wedge-AII®and Tie-Wire anchors. ...... .. ...... Installation torque does not apply to the Ile-Wire anchor. • 6.The minimum concrete thickness is 1'/s times the embedment depth. :....: 00 00 0 •• 137 y 1 • 7,-77777 ell Wedge-All''; t Tension Loads for Carbon-Steel WedWA116(and Tie-Wire)Anchors in Normal-Weight Concrete may. 980 ? 3 i 240 1 Ya 2'/z teh $� 187 170 4 3} 4.0 1.1) B 1/a, 29 (64) 4# 3.0 (0.7 0.8) { - 4,t16 58D (6.4) i 2'/4 2'/s ' .:. #;920 286 480 57 (fi4) (2.1) �,. '»� 320 2'/4 5 3'A 3,280 � 871 820 1,070 t� I (5 9} 57 127) (79} 14.6) (3.9) (3.6) /1 249) 60 1/p 3z/e 5 I 4'/a 5,040 654 1,510 1,985 �2 (s�& I (10.9) (81.3) (12.7) 86 127) 121 (26.9) (2.9) i (6.7) (8.8 U 2, 41h 5 I 6'/a 6,960 839 1,740 2,350 2'? 2 960 114 (127 159) (31.0) l (3.7 (7.7) (10.5 i 11(1 (13.2) 3% 7'/z 4'/a 6,760. 1,452 j 1,590 2,090 c, 1, 2,490 j (86 (191) (121) (30.1) (6.5 (7.5) (9.3) j 443 5.9) (11.1} $/a 5 7'r4 7 10,040 544 2,510 3,225 1S,' . t1 3,940 150 C (19.1) I (127) I (191) (178 (44.7 2.4 (11.2) I (14.3) j 701. 6.9 17.5 (203:4) 68/a I 7'/s 9'/z 10,04D 1,588 2,510 1 3,380 17,E 4,668 4,250 (171 (191) 241) 1 (44.7 (7.1) (11.2) I x 4'/z 10 6'/4 15,400 2,440 3,850 l 3,885 #5, 1` },$76 3,920 14 254 159' I (68.5) (10.9) (17.1) (17.3) {89.7} '(8:3 (17.4) 300 1 (1 14) ) ( ) 1.'612 7,520 (406.7; (25.4) 9 , 10 I 12% 20,760 3,116 j 5,190 6,355 l j72} G (33.5) 133.8) (229) (254) (321) (92.3 13.9 (23.1 (28.3) f 'See page 13 for 1.The allowable loads listed are based on a safety factor of 4.0. an explanation 2.Referto allowable load-adjustment factors for edge distance and spacing on pages 141 and 143. •••• of the load table 3.Drill bit diameter used in base material corresponds to nominal anchor diameter. • • •••••• •40eps.• 4.Allowable loads may be linearly interpolated between concrete strengths listed. . . • 5.Allowable loads for'/,-inch size at 11/a-inch embedment apply to both the Wedge-AII®and Tie-Wire anchors. .. . ...• •• Installation torque does not apply to the Tie-Wire anchor. 0 0 S.The minimum concrete thickness is 11h times the embedment depth. 660604 • • • S,�'uc r h'12rr1 �r�i�d �7�7�'��� •l��hcX.�C�• 0000. 0000.. 0000. 0000.. .. .. . 000000 • �lao/�irY�-' C�e-!'��-e `�/���777 ;••:•; •. 0000:. 0000.. . . . :0000: 00 0 0000 136 loa&AdW=ntFMorstor-,Carbon-SIWAnd giH .s yy�. i2is Spacing,Tension Loads How to M 2M chard: 1.The fallowing tabies are for reduced spacing. S factor(fa)is the lnterser�oaot 2. Locate the anchor size to be used for a tension load application. 4i= 100 by the appiit We Icedadd T 3. Locate the anchor embedment(E)used for a tension IoW application. -E" r multiple spacings are mu g , 4. Locate the spacing(Sgrt)at which the anchor is to be installed. Spacing Tension(4) a Dia. �/4 3/e % ,Sao pap IM E 1Y, 3V4 1i4 2% 3% a% 4% 5'h of the load WIG ( Ser 154 4% 2% 3% 4'/e 1% '/4 3'r4 514 1 7% icons Sem % 1'/e % 1% 1% 1'v :,l!h 1% 21/s 2% td, 0.43 h.70 0.43 0.43 0.70 X70 8.43 0.43 0.70 3/t 0.50 1 0.64 0.48 1'/4 0.79 D.72 0.57 1'A 0.93 0.76 0.67 0.46 0.46 19/4 1.00 D.79 0.76 0.53 0.70 0,52-- 2 0.83 0.86 0.59 0.73 0.57 2 Ya 0.87 0.95 0.65 .0.7M5 2% 91 1.00 0.72 0.78 0.72 0.89 0.47 2V 0.94 0.78 0.80 D.74 0.74 0.50 0.70 3 98 0.84 0.83 D 76 0 8D 054 0.72 ' 00 0.97 0.88 079 I 0.91 Q.61 0.75 4 1.00 0.93 :•#}:83 1.00 0.68 0.78 4% 0.98 :-0.87 0.75 1 0,81 084 6 0.98 0.9Q 7 :'fes . 1.00 0.96 See Notes Below Spacing Tension(t:) Dia. % 7/a 1 1'/4 Sem f 3% 5 6% 3'/e 17/s 45% 9'h (in.) SQ 4% 7 0% 5% 11 B'/s 12% ! 7'/e 13'/4 S,m 1% 2% 3% 2 4 X21/4 _4% 2% 4% f„m 0.43 8.43 0.70 0.43 0.70 8 :8:70 0.43 O.7D i 2 0.48 0.43 3 0.67 0.49 0.60 _ 0.46 4 0.86 0.62 0.73 0.77 0.70'7 .'$ 057 5 1.00 0.75 0.78 0.94 0.74 082 072 D.88 0.71 • 6 0.87 0.83 1.00 0.79 096 0.76 0.79 0.74 ,• , 7 1.00 0.88 0.83 1,00 0.79 0.90 0.78 • • 8 0.93 0.87 0.83 1.Q0 081 ' ...... .. ....... 9 0.98 0.9t 0.87 0.85 .•.;.. 10 1.00 0.96 0.90 0:8f3 •••••• 11 1.00 0.94 0.92 • .... . .. ..... . 12 Q.98 0.96 ...... ..:.. 13 1.00 0.99 •••••• .. .. . ....... 14 1.00 ..•... .. 1.E-Embedment depth(inches). • • • • ....... 2.Sw-actual spacing distance at which anchors are instelied(inches). '•••" 3.S.-crftical spacing distance for 100%load(Inches). : • . ..•• 4.Sn*-minimum spacing distance for reduced load(inches). •• • •••• • • 5.f,-adost meat factor for allowable load at actual sparing distance. ••- 0 G.fes-adjustment factor for allowable load at critical spacing distance. to is~-1.00. 7.fe a-adjustment factor for allowable load at minimum spacing distance. 8-to-femur+((1-tem,)(Sag-Ste.,) (Sm-Sfe)3 143 { Lead-Adjustment Factors for Carty Dioses-feet Wedge- = in Normal-Weight Concrete: Spacing,Shear Loads =; Haw to M these Obaft. _ 5.The load factar(fol is the intersection of the row and column. 1.The following tables are for redusel_ toad by the applicable load adjustment factor. 2. Locate the anchor to be used `polcation. 6. Nkttti 3. Locate the anchor embedment(4 . load application. 7. Reductt lair multiple ac{ngs are multJR{}ad#agethsc 4. Locate the spacin8(Sact)at which thean for is to be 1nsi. , Spacing Shear{f,} � ry/a *See page 13 for Dte. 1/4 $/e an explanation 1'/4 2% 34/a 2Y4 3�/s ��5i'! ���3'4 i 4'h 5% of the Load table E 1 Y4 214 `? 3T/a I bY4 7V4 ;cons aid1 ih. 'b 236 3% 4'/4 3% S� 9h r1� 7/e 1% 1 V4 1'h I 141i a23�s y{�1a 2Y4 2ir4 t,ou 0.7! AX X79 11:78 9.78 0.79 1 0.T9 IL78 !% :.. :'.- 78 D.79 t 6.T8 ! 3/4 0 82.E 11/4 O.g 0.80 0.84 0,80 1 A 0.97 0.83 0.88 0.80 0.83 11/4 1.00 0.88 . 0.91 0.83 0.79 0.86 1 0.79 9.82 2 0.88 0.95 1 0.85 0.81 0.88 ; 0.81 0:84 2,/4 0.91 0.98 0.87 I D.S3 Q.91 0.83 0.79 0.86 [ 0 79 2'/z 0.93 1.00 0.90 0.84 I 0.93 1 0.84 080 0.88 0.80 23/a 0.96 0.92 0.86 0.96 0.86 $81 0.91 0.82 0.79 3 0.99 0.94 0.88 0.99 0.88 483 0.93 0.83 D.80 3' 100 0.99 I •0.91 1:40 0 1 r. 0.86 0.97 0.86 0.82 4 1.00 0.95 0 0.88 1.00 0.88 0.84 4 A 0.98 ft.91 0.91 0.86 1.00 1.� 0.93 0.93 0.88 I, 5g 0.99 0.93 6 .00 1.OD 0.97 7 1.00 8 Sm Notes Below spacing Shear�in f,} �* Ole. a/a '/e 1 1 Y4 E 3% 5 63/i 3'/e 7'/a Ch9 I 5% 1 914 sit SQ 4% 7 9Ys 51/a 11 51/4 12% T'h 13Y4 $, 1 34 2'h 3% 2 4 2Yi 4Y: I 23A4V4 1 f 0.79 0.78 0.79 . 8.78 0.79 I 0.78 I 0.79 I 0.79 0.79 2 0.81 a.79 3 0.88 0.8i0,85 0.85 0,80 4 0.95 0.86 0 a W11, 0.91 J.79 I 4.88 0.84 5 1.00 4.9i I 0.85 0.98 fl.82 ! 0.93 Q.80 0.88 0•� •••• J 6 0.95 0.88 1.D4 i 4.85 0.99 0.83 0.92 0.62 . .••. ...•.. 7 1.00 0.91 0.88 1.00 0.85 ' 0.96 I 0.83 r..• ... •' 8 4.95 0.91 0.88 ! 1.00 0.87 ,..... •.: ....:. 0.98 0.94 8 Q.91 0.90 ...:.. • ...... i 0 1.Q0 0.97 0.93 0.92 .... .. . ,, 11 1.00 0.96 0.94 I •••••• •..• 00..1 12 0.98 1.97 r••••• •••••• ,y 13 1.00 0.99 ' 00 00 �••••• •rr••• 1.00 •••rrY 14 • • • o 110000 • 1.E.Embedment Opth(inches). •••••• 2.Som•actual spacing distance at which anchors are installed(Inches). • • • • •'' 3.S.m cftCal spacing distance for 100%load(inches). •• • •••w • 4*, 4.Sm.minimum spacing distance for reduced load(inches). • • • 5.f,=adjustment factor for allowable load at actual spacing distance. B.f„=adjustment lector for allowable load at critical spacing distance, fu is always=1.40• 7.fmm,=adjustment factor for allowable load at minimum spacing distance. +((1 f+ma)(Sic+ Sme,)!(Sc•Smv)j• 144 • PLF STRUCTURAL ENGINEERS, INC. Project Name: 1051 NE 92 STREET CA# 30758 Project No.: __ Sheet No.: Calculated BY F — ��--- 4960 SW 52nd ST, Suite 4407, Davie, FL 33314 DA ore. Ph: (954)533-3237 Fax: (954)533-2117 checked By: _PF—_= Date: email: pfiallo@plfengineers.com j 4 i i • i - -- : ���Ijqq i i I , ! T-- 3i — ; i I to i Q _ Zi gK x co RIO e i + - j i • I i j i i i ! ; i • !4K see .. .. i i ! i , j 1 i �j ; �j !� t ! j ; N - X —a— 259,x B°sem'! — o. a s6 k t rimc'770N) r PLF STRUCTURAL ENGINEERS, INC. Project Nam: 1051 NE 92 STREET Project No.: _ - ShW No.: CA# 30758 Cakx�lated By: FDA. Die: 4960 SW 52nd ST, Suite#407, Davie, FL 33314 Ph: (954)533-3237 Fax: (954)533-2117 `air -?F------ - D email: pfiailo@plfengineers.com — i : I.... , %1 S/t Vii; i'o i"n - - I I I I r. 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