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,_ CRANDALL ENGINEERING SHEET I OF grti 4958 PONDEROSA WAY P.O. BOX 124 JOB NO. MIDPINES, CA 95345 DATE PHONE: 209-966-4844 FAX: 209-966-4744 !� 1 Lj -m ,7� e%D! L.T O&MM 2 CIVIC ���� � -( tLkp "(`ire -4 � .- OF CALF BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR �O E COMPLIANC BY ,.�.,..� •� • 5 �. � --. �.. ,,�-. VAI �,: �. � � , z � ! .�... {�� v.,, 12.75 57. 1�� T ASCE 7.05 (IBC 2006) WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 85 MPH Exposure IC Roof Pitch = 3.00 :12 Mean Roof Height h = 27.25 It Importance factor 1„ = 1.00 6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) Height Adjustment factor A = 1.37 -3.790 -6.758 12.84C 19.33A -13.10G -9.31H -18.85E 12.20F - = 89.5 1 I TRANSVERSE ELEV. 1.65625 T-6-1 Fig 6-2 -13AOG -8.32H -18.85E-10.77F = 246 LONGITUDINAL ELEV. --- 15.6 10.41C 15.67A = 246 LONGITUDINAL ELEV. --- 15.6 2a= 17.3ft 10 % of least dimension= 9.0 ft T70.84 k ps 40 % of the eave height = 8.7 ft B.Bpsf M.5 ft 27.55 k 4 % of least dimension or 3 ft= 3.6 ft 11.3 psf 10.41C therefore a = 8.7 ft 246 It Example: p, = A Knlp,30 All forces shown inpsf 17. Ka = 1.00 horizontal load at end zone p „o = 11.4 X 12.84C 9.33A Height Adjustment factor A = 1.37 PLAN VIEW Importance factor Iw = 1.00 X FIGURE 6.2, Main Wind Force System 15.67psf MWFRS 1=32.8 (6-1) 6.5.7 Fig 6-2 Fig 6-2 6.2 Horizontal Loads Vertical Loads Load Roof End Zone I Interior zone End Zone Interior zone Overhan Direction An91e W. A Roof (B) I Wall (C )I Roof (D) WW (E) I LW (F) WW (G) I LW (H) Eo" GoH ransverse 14.0 19 3::; -6.75 1 12.84 1 -3.79 78 8 _ -12.20 1 -13.10 1 -9.31 1 -26.44 20.69 on itudinal All 5:6702 1,A8.2024 1 10.408 -4.896 -18.8532) -10.773 1 -13.099 1 -8.3248 1 -26.444 -20.689E If roof pressure under horizontal-toadsTs less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use 9 = 0•, and locate the zone E/F, GM boundary at the mid -length of the building FIGURE 6.3, COMPONENT AND CLADDING Roof effective area = 30 sq. ft, 0= 14.0 Effective Area for wall element = 13 Sq. It Interior Zone 1 = 13.08 -15.88 psf Wall, Interior Zone 4 = 17.62 -19.09 psf End Zone 2 = 13.08 -20.90 psf End Zone 5 = 17.62 -23.40 psf Conner Zone 3 = 13.08 -25.37 psf Roof Overhang effective area = 6 sq. It Interior Zone 2 = -31.32 psf End Zone 3 = -39.28 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W IBC 1605.3.1(ASD), U = 06D + W, increase in allowable shall not be used. IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased. C A' c- - CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 i SI. -AD 4�iujfz 0 oDa-ap tj&--f ,1 4 SHEET b OF JOB NO. I OZP t DATE: �v 1-2� o 52.z� A 40 A _ CRANDALL ENGINEERING SHEET -Af OF 4958 PONDEROSA WAY JOB NO. P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 DATE: �7 (C) I Pi n F L4 CRANDALL ENGINEERING 49SS PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX:209-966-4744 SHEET S OF JOB NO. DATE: ! C OZ bp CDC- C,RANDALL ENGINEERING SHEET Cz' OF 4958 PONDEROSA WAY P.O. BOX 124 JOB NO. MIDPINES, CA 95345 DATE: PHONE: 209-966-4844 FAX: 209-96&4744 1►a��r�orz 0��� � C� CU0 L -I 111-T � ,�-' '--- �� G � c °t Z.. �► y v 53-ro o -I 111-T � ,�-' '--- �� G � c CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 -nd0 I SHEET_ OF JOB NO. 1 O0 I b DATE: ho .w&— 45�ood, -� a,,,, ?-\ C) I - - �-V� -5 r CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 1'•'11 ��..,�.. --- ����.► � I - - pjr SHEET eJ OF JOB NO. I cc 13 DATE: It n a Z5 I -x I leD. IV 1 z 0.1515 X1,1 / --r---- e- 1 Amo 0 L (� • �-IZ f, ,� Z Z--( ,c::, a ems, RANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET_ OF JOB NO. Ipo DATE: U 0, `T -!- "j'i I�, 4:= -Vega• — �0'8-� �.. _ -- rO y 11 A Lc A U 0, `T -!- "j'i I�, 4:= -Vega• — �0'8-� �.. _ -- rO y 11 A C82ANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 "4;ldrlpT CDPI�4 � ll, 1'11 , . SHEET \O OF JOB NO. L 4:71 C ( 6D DATE: C-1 ow a-� Lo Co00 T ,per..®.� ��. �I la � �z/�d-� �• ��� G O. �0 '7C) L"C) <-a-. CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 C 1(L -r SHEET OF JOB NO.®� DATE: 1 , Co l O Y- �11 11' Ar loner ►moi - ,�- ►��.- Zd-, --- � � z2 , - 5 x 120 � (( _ ►+ _ ; (�, Z ,Opp. CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX. 209-966-4744 SHEET IZ OF JOB NO. I© 0 Q(� DATE: I/ ZZ -11 C> 2�2 �..I 'A.tx— �Tt ►r1.J�cD °� 11� T l�.'0-c �n i2, � � TtP-'��D1�_ / 3 Z �1 �2 I� _jot tJ TE'4c oil Uie�-�5-c) ria o �., `ons ►� ® Cv - O,G, �,2 qr+ /r COD ILS` �� IIs - ��' �r� + �.�, Q 2 CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET OF JOB NO. DATE: W51 t0 --r-,� (moo T A / CAIANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 I..��10 �'��L• �� �t.,C'��-b ��{'6.1 Its fG SHEET_ OF JOB NO. Pel DATE: I IX 1/zr Lao -L-A+ 6 t ec� ,CP.ANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHOHE: 209-966-4844 FAX. 209-966-4744 SHEET t9 OF JOB NO.ICIZ� t DATE: tl IK=' /to �� G�.s•� ® L�1N� � .� 11 I. 3� l 1.2a CRANDALL ENGINEERING SHEET OF 4958 PONDEROSA WAY 5 P.O. BOX 124 JOB NO. MIDPINIES, CA 95345 PHONE: 209-966_-4844 FAX. 209!!g66-4744 DATE: ozi Y12ti- -Y. • i CRANDALL ENGINEERING SHEET_ OF 4958 PONDEROSA WAY JOB NO. Ill P.O. BOX 124 MIDPINES, CA 95345 DATE- UJ i /tam PHONE: 209-966-4844 FAX: 209-966-4744 ILL I r., Ar Coy o !�- v e�pd) - ZZ�� �c ���s1 sc`fo� k ((o• �-�" y 115 Y. i �4-1=� I� e 1, ;- I,S� 1®oc� A ' ASCE 7-05 (IBC 2006) WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 85 MPH Exposure I c F Horizontal Loads Roof Pitch = 3.00 :12 Vertical Loads Mean Roof Height h = 27.25 ft Roof End Zone Interior zone Importance factor 1„. = 1.00 T-6-1 Overhan 6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) Wall (A)Roof (B) Wall (C )I Roof (0) Height Adjustment factor A = 1.37 Fig 6-2 -OH GoH -13.10G -9.31H -13.10G -8.32H -18.85E-12.20F -18.85E -10.77F -3.79D All 15.6702 -8.2024 10.406 -4.89694 -18.8532 -10.773 -13.099 -8.3248 -26.444 1 -20.6891 f roof pressure under horizontal loads is less than zero. use zem -6.75B e= 14.0 12.84C 10.41C 19.33A All forces shown in psf 2 1.65625 15.67A = 89.5 1= L 246 TRANSVERSE ELEV. LONGITUDINAL ELEV. 15.6 2a= 17.3ft 10 % of least dimension= 9.0 ft 7o.8a 40 % of the eave height = 8.7 ft 8 8pkips .sf 8 .5 it 27.55 k 4 % of least dimension or 3 ft= 3.6 ft 1 1.psf � 10.41C -3 therefore a = 8.7 ft 246 ft Example: Ps = A KeIPs30 All forces shown in psf17. ft K�, = 1.00 horizontal load at end zone p � = 11.4 x 12.84C 9.33A Height Adjustment factor A = 1.37 .PLAN VIEW Importance factor Iw = 1.00 X FIGURE 6.2, Main Wind Force System 15.67psf =32.8 (6-1) 6.5.7 Fig 6-2 Fig 6-2 6.2 WFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone I Overhan Direction Angle Wall (A)Roof (B) Wall (C )I Roof (0) WW (E) LW (F) WW (G) LW (H) I -OH GoH ransverse 14.0 19.33 1 -6.75 12.84 3.79 -18.85 -12.20 -13.10 -9.31 26.44 -20.69 in itudinal All 15.6702 -8.2024 10.406 -4.89694 -18.8532 -10.773 -13.099 -8.3248 -26.444 1 -20.6891 f roof pressure under horizontal loads is less than zero. use zem Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use 9 = 0', and locate the zone E/F, G/H boundary at the mid -length of the building FIGURE 6-3, COMPONENT AND CLADDING Roof effective area= 30 sq. fl, 6= 14.0 ffective Area for wal element = 96 Sq. ft Interior Zone 1 = 13.08 -15.88 psf Wall, Interior Zone 4 = 15.24 -16.72 psf End Zone 2 = 13.08 -20.90 psf End Zone 5 = 15.24 -18.62 psf Conner Zone 3 = 13.08 -25.37 psf Roof Overhang effective area = 6 sq. it Interior Zone 2 = -31.32 psf End Zone 3 = -39.28 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W IBC 1605.3.1(ASO), U = 06D + W, increase in allowable shall not be used. IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased. (c, '-E3 -CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET �� OF JOB No. DATE: ,-- "f)� - cap -T I ( I/ 'r- Z-1 I-> �4- "77 17- iC-RANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE:209-966-4844 FAX: 209-966-4744 SHEET CO OF JOB NO. DATE: Lt./I L i d meter- r—�-ootv I #j 1-� P VSO W .Lo gtl°I ►�®-�--- rL� - �.� rote- -E3 'CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX- 209-966-4744 - C)oertzlo 7Le- SHEET 01 OF JOB NO. DATE: e7c� � I L,,vz - 1 7 tcc 7- ez7C) 7- 22, 4'71 ,4 L>0owtow fD4,7-i:24&_0rfjC-0 4� 4S*rffW'eoll . -7 9.71- -- - 6DTT 1 2 5a S BUTLER MFG. COMPANY ENGINEERING DATA FILE JOB MADE BY CKD DATE PAGE OF Girt Connections RSS 11/7/89 1 3 E DIV I Simple Span Girt to Column Web Design per 1986 AISI with 1989 Addendum. 7/8" 1 1/2" s 6 1/4" 1 1/2" I 1 1/2" If 7/8" 6 1 /8" Column 4 7 3/8" 1/2" A307 Bolts t' Single Shear Fv= 10 ksi Ab= n(0.5)^2/4=0.1963 in^2 Pa=(0.1963)(10)=1.96 kip/bolt Bearing Fp=2.22 Fu= (2.22)(65)= 144.3 ksi Pn= (1 44.3ksi)(0.5")(0.1 6")= 11.54 kip/bolt Pa= 11.54/2.22= 5.198 kip/bolt Tension Ft= 20 ksi Pt= (0.1963)(20)= 3.93 kip/bolt Clip Se= (0.16")(6.25")"2/6= 1.04 in^3 Mn=(1.04)(50)= 52 in -kip Ma=52/1.67= 31.1 in -kip Va=31.1/6.125= 5.08 kip Clip 0.16", Fy=50 ksi, Fu=65 ksi 4-1/2" A307 Bolts Table E3.4-1 E3.4-1 Table E3.3-2 E3.3-2 E3.3-1 Table E3.4-1 E3.4-1 C3.1.1-1 C3.1-1 BUTLER MFG. COMPANY ENGINEERING DATA FILE JOB MADE BY CKD DATE PAGE 1 01 Girt Connections RSS 11/7/89 2 3 E DIV Simple Span Girt to Column Web 9 E G C r-ressu re 6.125V+5.375T+2.375 (0. 8 kip 44T)=0 6.125T -6.42V=0 0.954V=T V=2.7 kip, T=2.5 V/2=1.35 kip fv=1.35/0.1963=6.88 ksi ksi 13.14ks i Fv=10 ksi>6.88 ft=2.58/0.1963= F't=26-1.8fv<20 ksi Table E3.4-2 F't=26-1.8(6.88)=13.62 ksi > 13.14 ksi Capacity of 2.7 kips for pressure �9 B0 it T L= 1.1875"-0.75"/2- 0.3125"-0.16"= 0.34" Bending length= 6.25"/2= 3.125" Se= 3.125"(0.16")^2/6=0.0133 in^3 Mn= 0.0133(50)= 0.67 in -kip Ma=0.67/1.67= 0.40 in -kip M= PL/2 (Fixed, no end rotation) P= 2M/L= 2(0.40)/0.34= 2.35 kip J - V/2 I T 1 V/2 3 7/8" 0.1935 4T 7/8 - C 61/81, V Suction 6.125V -3.875T-0.875 (0.1935T)=0 6.125V -4.02T=0 1.52V=T V=2.1 kip, T=3.19 kip V/2=1.05 kip fv=1.05/0.1963=5.35 ksi Fv=10 ksi > 5.35 ksi ft=3.19/0.1 963=1 6.25 ksi F't=26-1.8fv<20 ksi Table E3.4-2 F't=26-1.8(5.35)=16.37 ksi > 16.25 ksi Capacity of 2.1 kips for suction. 0.16" _L 1 3/16" „ 2 1/16" 5/16" radius BUTLER MFG. COMPANY ENGINEERING DATA FILE JOB MADE BY CKD DATE PAGE OF Girt Connections RSS 11/7/89 3 3 Simple Span Girt to Column Web E DIV Adjust Capacity for clip bending. _P_re.ssu.re_(2.35.-kip/.2.58_kip)(2..7_kip)=_2.46 .ki.p __.___ Suction (2.35 kip/3.19 kip)(2.1 kip)=1.55 kip Connection to Girt See page 1 for bolt capacties. t= 0.06" minimum Pn= 144.3 ksi (0.50")(0.06")= 4.33 kip Pa= 4.33/2.22= 1.95 kip Capacity 2(1.95 kip)= 3.90 kip > 2.46 or 1.55 kip CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX. 209-966-4744 0 SHEET II L� OF JOB NO. 1 og:� I -S) DATE: -� � Cp 4�C.��P��.'� •� p : l'� � � �, �� mor .___ 26c -c9 Lj 4:�-p i -Lon tm Cop .,.�.�� — ,,/ = 'S 5 -7 10, A Page 1 of 7 C'°/ Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: Date/Time : 11/13/2010 12:00:26 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type :-Analysis-- - a) Layout Anchor: 1/2" Titen HD Number of Anchors : 1 Embedment Depth : 3.75 in Built-up Grout Pads : No CO "y` ,u. _ iyl v'lax r u Oyi Anchor Layout Dimensions: cX1:12in cx2 : 12 in cyl :3 in cy2:3in b) Base Material Concrete : Normal weight fc : 3000.0 psi Cracked Concrete : Yes Tc V : 1.00 Condition : B tension and shear �Fp : 1657.5 psi Thickness, h : 12 in about:blank 11/13/2010ss Supplementary edge reinforcement: No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 0 Ib Vuay : 666 Ib Muy : 0 Ib*ft ey:uin Moderate/high seismic risk or intermediate/high design category : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From C -SAS -2009: Anchor Model= THD50 do = 0.5 in Category = 1 hef = 2.78 in hmin = 5.833 in cac = 4.1875 in cmin = 1.75 in Smin = 3 in Ductile = No 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 0.00 Ib Sum of Anchor Tension ENua = 0.00 Ib elNx = 0.00 in elNy = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vual = 666.00 Ib (Vualx = 0.00 Ib , Vualy = 666.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 666.00 Ib elVx = 0.00 in elVy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 20130 Ib (for a single anchor) [C -SAS -2009] � = 0.65 [D.4.4] Nsa = 13084.50 Ib (for a single anchor) about:blank Page 2 of 7 Z 1 Vuax : 0 Ib MUX: 0 Ib*ft 11/13/2010 Page 3 of 7 j 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb — ANc'ANco'Yed,N'1'c,N'1'cp,NNb [Eq. D-4] Number of influencing edges = 2 hef = 2.78 in ANco = 69.56 int [Eq. D-6] -AN6 =. 50.04-in2 Smallest edge distance, ca,min = 3.00 in `Ped,N = 0.9158 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 Tc,N = 1.0000 [Sec. D.5.2.6] `t'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kc� V c hefl.5 = 4315.95 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 2843.65 Ib [Eq. D-4] � = 0.65 [D.4.4] Ncb = 1848.37 Ib (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Pullout does not occur, and is therefore not applicable. 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] VSa = 7455.00 Ib (for a single anchor) [C -SAS -2009] = 0.60 [D.4.4] VSa = 4473.00 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x -direction... Vcbx = AVcx/AVcoxTed,VTc,VVbx [Eq. D-21] Cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 72.00 int about:blank 11/13/2010 AvCOx = 288.00 in2 [Eq. D-23] `Ped,v = 0.7750 [Eq. D-27 or D-28] `Pc,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.24 do4 fc(ca1)l.5 [Eq. D-24] le = 2.78 in V-& =-8645:57 Ib- Vcbx = 1675.08 Ib [Eq. D-21 ] � = 0.70 Wcbx = 1172.56 Ib (for a single anchor) In y -direction... Vcby = Avcy/AvcoyTed,vTc,VVby [Eq. D-21 ] Cal = 3.00 in Avcy = 40.50 in2 Avcoy = 40.50 in2 [Eq. D-23] `Yed,V = 1.0000 [Eq. D-27 or D-28] `Pc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)5.24 do fc(cal)l.5 [Eq. D-24] le = 2.78 in Vby = 1985.37 Ib Vcby = 1985.37 lb [Eq. D-21] � = 0.70 , Wcby = 1389.76 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition . Check anchors at cxl edge Vcbx = Avcx/AvcoxTed,VTc,VVbx [Eq. D-21 ] Cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 72.00 in2 Avcox = 288.00 in2 [Eq. D-23] Ted,v = 1.0000 [Sec. D.6.2.1 (c)] To = 1.0000 [Sec. D.6.2.7] about:blank Page 4 of 7 til 11/13/2010 Page 5 of 7 Vbx = 7(le/do)0.2 do, fc(cal)l.5 [Eq. D-241 le = 2.78 in Vbx = 8645.57 Ib Vcbx = 2161.39 Ib [Eq. D-21] Vcby — 2 * Vcbx [Sec. D.6.2.1(c)] Vcby_=4322.78 Ib � = 0.70 Vcby = 3025.95 Ib (for a single anchor) Check anchors at cyl edge Vcby = Avcy/AvcoyTed,VTc,VVby [Eq. D-21] cal = 3.00 in Avcy = 40.50 in2 Avcoy = 40.50 in2 [Eq. D-23] `Ped,V = 1.0000 [Sec. D.6.2.1(c)] Tc,v = 1.0000 [Sec. D.6.2.7] Vby = 7(l,,/do)o.2-4 do'`'±� fc(ca1)1.5 [Eq. D-24] le = 2.78 in Vby = 1985.37 Ib Vcby = 1985.37 Ib [Eq. D-21 ] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 3970.73 Ib � = 0.70 Vcbx = 3779.51 Ib (for a single anchor) Check anchors at cx2 edge Vcbx = A,Cc Avcox"Yed,VTc,VVbx [Eq. D-21] Cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 72.00 in2 Avcox = 288.00 in2 [Eq. D-23] Ted,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] `f'c,v = 1.0000 [Sec. D.6.2.7] Vbx = 7(i,/do)0.2, do� fc(cal)l.5 [Eq. D-24] about:bI,wk /13/9.010 le = 2.78 in Vbx = 8645.57 Ib Vcbx = 2161.39 Ib [Eq. D-21 ] Vcby = 2 * Vcbx [Sec. D.6.2.1 (c)] Vcby = 4322.78 Ib �=0.70.-- Vcby = 3025.95 Ib (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/AvcoyTed,V`f'c,VVby [Eq. D-21] Cal = 3.00 in Avcy = 40.50 in2 Avcoy = 0.50 in2 [Eq. D-23] `Ped,V = 1 0000 [Sec. D.6.2.1 (c)] TO = 1.0000 [Sec. D.6.2.7] Vby = 7(! ,/do)o.2 q do � fc(ca1)1.5 [Eq. D-24] le=2.78 in Vby = 135.37 Ib Vcby = x°35.37 Ib [Eq. D-21] Vcbx — ` Vcby [Sec. D.6.2.1(c)] Vcbx - 170.73 Ib � = 0.7C Vcbx = X779.51 Ib (for a single anchor) 10) Cor, :rete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kc; ;"cb [Eq. D-291 kcp = 2 : ;ec. D.6.3.1] Ncb = 2 i,3.65 Ib (from Section (5) of calculations) V = S .:37.29 cp Ib = 0.7C �Vcp = - '31.10 Ib (for a single anchor) 11) Ch-, A Demand/Capacity Ratios [Sec. D.7] TensicI - Steel : "x.0000 - Break ,t -. 0.0000 abou!:lol- Page 6 of 7 'S1/ IIM/Min . Page 7 of 7 ' 3'r-1 - POOL:! 0.0000 - Sid -f.:: Blowout: N/A Shear - Steel ::'J.1489 - Breal-'-. it (case 1) : 0.4792 - Break; .,.it (case 2) : N/A - Breakr...-t (case 3) : 0.2201 - Pr ^a c' 0.1673 <= 0.2 and V.Max(0.48) <= 1.0 [Sec D.7.2] Interact's, n check: PASS Use 116" diameter Titen HD anchor(s) with 3.75 in. embedment LR abow:1�hnlc 11i1zi,)nIn -c"NDALL ENGINEERING SHEET te=a of 4958 PONDEROSA WAY JOB NO. P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 DATE: I Zi 11� 72- ., C' �, i "L.- l,:,,4-/, f f CkANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX:- 209-966-4744 11' SHEET pOF JOB NO. I �� DATE: L,21 s, Z� )- TC, PYA oocrs- � P l,1oa .�-�,1,o&4 �-.cos5 ar L.01 ,I 0 sn F- 1� 1 _>I tCkANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET �o7��y OF JOB NO. DATE: I { L ho ale lc> -7 �l /J,ocm L� e- S7 ra, r A '-E 3 CRANDALL ENGINEERING SHEET OF 4958 PONDEROSA WAY P.O. BOX 124 JOB No. MIDPINES, CA 95345 -7 PHONE: 209-966-4844 FAX. 209-966-4744 DATE:.— Jo- Lo 00, k , v (OR/I Aj CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET -S"I OF d✓ JOB NO. �I 0� I G1 DATE: ,2 -T !fid 291dLo r - P exxe----,-T .i 5o �s6 0 . �� , � � � `� •z x 1'"1,,1 's , -�� too CIRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA --95345 PHONE:209-966-4844 FAX:209-966-4744 ,,1,�o �1- ,jw u' FAM SHEET �� OF G _ JOB NO. 104' 5 DATE: _� f�' A D L ChANDALL ENGINEERING SHEET_ OF 4958 PONDEROSA WAY P.O. BOX 124 JOB NO. MIDPINES, CA 95345 I 11� PHONE: 209.966-4844 FAX: 209-966-4744 DATE: ► li ,.. �D i (moo - �� � �. � i�j' � � •-----� � �� CIP Ireg-- °�, ICkANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX- 209-966-4744 SHEET 'T": OF JOB NO. ko=l 3 DATE: I 4 ' leml� cab ��VqVt� 746 1 z scz �1 L..� rpt �o •--J�!�j'rG� r 11% --% _,r -S c• ti �1 L..� rpt �o •--J�!�j'rG� '' � ClRANDALL r=NC.INEr=RjNC. 4958 PONDEROSA WAY P.O. BOX 124 MIDPINIES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET OF_ J013 NO. DATE: • CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 SHEET_ OF JOBNO. DATE: c), c;: 4p a 1� CkANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 z ' --7 -,4 Ick I SHEET �-J OF JOB NO. IcI''b DATE: I /C.A.-AD ITS - I c �Q LA --- co 1707QD CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 9S34S PHONE: 209-966-4844 FAX: 209-966-4744 SHEET OF I JOB NO. DATE: I (Z-1 A 11 F«Q Ft>►2 -JC:>, Com► � � �- � -�,0�- A r- P � ��2 � "D 25 r x:10 Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.5 Longitude = -121.749 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.009999999776482582 deg grid spacing Period Sa (sec) (g) 0.2 0.557 (Ss, Site Class B) 1.0 0.225 (S1, Site Class B) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.5 Longitude = -121.749 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and SM1 = Fv x S1 Site Class D - Fa = 1.354 , Fv = 1.949 Period Sa (sec) (g) 0.2 0.754 (SMs, Site Class D) 1.0 0.439 (SM1, Site Class D) Conterminous 48 States 2005 ASCE 7 Standard Latitude = 39.5 Longitude = -121.749 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.354 ,Fv = 1.949 Period Sa f� (sec) (g) 0.2 0.503 (SDs, Site Class D) 1.0 0.293 (SD1, Site Class D)' ,,, 0 ' P� P!p IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12,13 SEISMIC DESIGN CRITERIA Response Spectral Acc. (0.2 sec) S , = 55.70%g = 0.557g Figure 22-1 through 22-14 Response Spectral Acc.(1.0 sec) S , = 22.50%g = 0.225g Figure 22-1 through 22-14 D V Approx Fundamental period, T . = C,(h„ )" Soil Site Class Table 20-3-1, Default= D Site Coefficient F. = 1.354 Table 11.4-1 Site Coefficient F„= 1.950 Table 11.4-2 Max Considered Earthquake Acc. S ms = F..S. = 0.754 (11.4-1) Max Considered Earthquake Acc. S M, = F,,.S, = 0.439 (11.4-2) @ 5% Damped Design SDs = 2/3(SMs) = 0.503 (11.4-3) So, = 2/3(SN,) = 0.293 (11.4-4) Building Occupancy Categories D, standard E Table 1-1 Design Category Consideration: Flexible Diaphragm I w with dist between seismic resisting system >40ft Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6.2 S1 <.75g NA Section 11.6 Since Ta < ;BTs'(see below), -SDC= -'D Control (exception of Section 11.6 does riot apply) Comply with Seismic Design Category D IRC, Seismic Design Category = Do T.R301.2.2.1.1 12.8 Equivalent lateral force procedure *CP, A. BEARING WALL SYSTEMS T -12.2 - Seismic Force Resisting Systems 13. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel sheets C,= 0.02 x = 0.75 T-12.8-2 Building ht. H„= 20 ft Limited Building Height (ft) = 65 C„= 1.408 for So, of 0.293g Table 12.8-1 Approx Fundamental period, T . = C,(h„ )" = 0.189 12.8.7 T L = 8.000 Sec Calculated T shall not exceed 5 Cu.Ta = 0.266 Use T = 0.266 F sec. 0.8Ts = 0.8(SD,/SDs) = 0.465 Control (exception of Section 11.6 does not apply) Is yes - structure Regular &:5 5 stories 7 12.8.1.3 Response Spectral Acc.( 0.2 sec) S . = 0.557g Max Ss 5 1.5g F. = 1.35 @ 5% Damped Design SDs = %(F..Sj = 0.503g (11.4-3) Response Modification Coef. R = 6.5 Table -12.2-1 Over Strength Factor f)„ = 2.5 foot note g Importance factor I = 1 Table 11.5-1 Seismic Base Shear V = C, W C.= =0.077 (12.8-2) R/I or need not to exceed, C , = SD' = 0.169 For T5 TL (12.8-3) (R/I).T or C. ST- T (R/I) N/A ForT>TL (12'84) C, shall not be less than = 0,01 (12.8-5) Min C, = 0.5S,1/R N/A For S, a 0.6g (12.8-6) Use C. = 0.077 Design base shear V = 0.077 W Control T-12.14 12.14 Simplified Seismic base shear 13. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel sheets @ 5% Damped Design SDs = 0.503 SDC = D Limitations: P F = 1.1 For two-story building R = 6.5 V = FSos(W) . = 0.085 W R 13.3 Seismic Demands on Nonstructural Components Fp= 0.4apSosWp(1+22/h) (13.3-1) SDS= 0.503 (R,,/Ip) ap = 1 Rp = 3 T-13.5-1 or 13.6-1 Ip= 1.0 13.1.3 2= loft h= loft Fp=0.201 Wp Max Fp= 1.6SDsIpWp = 0.805Wp (13.3-2) Min Fp = 0.3SDsIpWp = 0.151 Wp (13.3.3) Fp= 0.201 Wp 12.11.1 Structural Walls and Their Anchorage Fp= 0.40SDsIWw 12.11.1 = 0.201(W) 12.11.2 Anchorage of Concrete or Masonry structural Walls (Flexible diaphragm) or Fp = 400Sosl = 201 shall be t 280 #/R Fp= 0.8SDsl(Ww) (12.11.1) = 0.402 Wp Max Seismic Load EM = 00E t 0.2Sos0 (12.4.4), (12.4.5), (12.4,6), (12.4.7) Where f2„ = 2.5 0.2SDsD = 0.101(0) Deflection Amplification factor C 4 = 4 Nonbuilding structures, Section 15 Response Modification Coal. R = 3 T-15.4-1 or T-15.4-2 Importance factor 1 = 1 15.4.1.1 For flexible nonbuildlC, = =0.168 Min C, = 0.03 Mi 0.03 (15.4-1) or Cs 0.8 S,I/R = 0.060 (15,4_2) V= 0.168W For rigid nonbuilding, C. = 0.3 Sos 1 (15.4-5) = 0.151 W CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHOHE:209-966-4844 FAX: 209-966-4744 t -b,15 SHEET_ OF JOB NO. \ C>C=I!> DATE: U P9 /% 0 4�50-d % L e YL xl �� ice - 1 � • a li Q,,-, Z rl R I Z CRANDALL ENGINEERING �p SHEET A -f> OF 4958 PONDEROSA WAY y P.O. BOX 124 JOB NO. MIDPINES, CA 95345 PHONE: 209-966-4844 FAX: 209-966-4744 DATE: ✓��j6 G I���� C (Z 5+ l"�> C T 6D, E 3 CRANDALL ENGINEERING SHEET A-ff OF 4958 PONDEROSA WAY JOB NO. C)(=) P.O. BOX 124 MIDPINIES, CA 95345 DATE:Il I ZI c:> PHONE: 209-966-4844 FAX:209-966-4744 F- *SIVA jr -74. s I , I' >4 ;� j-- - - '16 - � (C) es Page 1 of 8 Anchor Calculations Anchor Designer for ACI 318 (Version 4.2.0.2) Job Name: LFF DatefTime : 11/9/2010 1:0:37:49 PM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete c- Calculation- Type ;-Analysis a) Layout Anchor: 5/8" SET -XP Number of Anchors : 1 Steel Grade: A307 GR. C Embedment Depth: 6 in Built-up Grout Pads : No *Paja is.Posi71VE�FOR T NSIONANO (d DATIVE FOR + 1NQ1CATE$. GENTF; 'QF THE:PANP4QR Anchor Layout Dimensions cX1 :8 in cx2 :12 in cyl :8 in cy2:12in WARNING: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material Concrete : Normal weight fc : 3000.0 psi Cracked Concrete : Yes LYS V : 1.00 about:blank 11/9/2010 L5 v Condition : B tension and shear Thickness,- h : 12 in Supplementary edge reinforcement: No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 OF short term and 75 of long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua : 3780 Ib Vuay : 0 Ib Muy : 0 Ib*ft ex:0in ey:0in Moderate/high seismic risk or intermediate/high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and/or seismic loads : No Apply entire shear load at front row for breakout : No d) Anchor Parameters From C -SAS -2009: Anchor Model = SETXP do = 0.625 in Category = 1 hef = 6 in hmin = 9.125 in cac = 18 in cmin = 1.75 in Smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1 Nua1 = 3780.00 Ib Sum of Anchor Tension ENua = 3780.00 Ib elNx = 0.00 in elNy = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 Vua1 = 0.00 Ib (Vualx = 0.00 Ib , Vualy = 0.00 Ib ) Sum of Anchor Shear EVuax = 0.00 Ib, EVuay = 0.00 Ib about:blank Page 2of8 SV AFP :1657.5 psi Vuax : 0 Ib MUX: 0 Ib*ft 11/9/2010 Page 3 of 8 6 zl elVx = 0.00 in elVy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nAsefuta [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 13110 Ib (for a single anchor) [C -SAS -2009] Nsa = 9832.50 Ib (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = AN dANco''ed,N'1'c,N'Ycp,NNb [Eq. D-4] Number of influencing edges = 2 hef = 6 in ANco = 324.00 int [Eq. D-6] ANc = 289.00 int Smallest edge distance, ca,min = 8.00 in `t'ed,N = 0.9667 [Eq. D-10 or D-11] Note: Cracking shall be controlled per D.5.2.6 `Yc,N = 1.0000 [Sec. D.5.2.6] `t`cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kcq V c hefl.5 = 12492.40 Ib [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 10771.48 Ib [Eq. D-4] � = 0.65 [D.4.4] �seis = 0.75 Ncb = 5251.10 Ib (for a single anchor) 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] Tk,cr = 718 psi [C -SAS -2009] kcr = 17 [C -SAS -2009] hef (unadjusted) = 6 in Nao = "k,cr" dohef = 8458.74 Ib [Eq. D -16f] 'Ck,uncr = 2263.00 psi for use in [Eq. D -16d] about:blank 11/9/2010 Page 4 of 8 6�1/ scr,Na = min[20do4 ('rk,uncP450) , 3hef] = 15.616 in [Eq. D -16d] Ccr,Na = Scr,Na/2 = 7.808 in [Eq. D -16e] Na = ANa/ANaoTed,NaTp,NaNao [Eq. D -16a] ANao = 243.86 int [Eq. D -16c] ANa = 243.86 int _ .Smallest_e_d.g.e distance,._ca_,mm - _ .8.00 in_ - `1'ed,Na = 1.0000 [Eq. D-161] `Yp,Na = 1.0000 [Sec. D.5.3.14] Na = 8458.74 Ib [Eq. D -16a] � = 0.65 [C -SAS -2009] �seis = 0.75 ANa = 4123.63 Ib (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 7865.00 Ib (for a single anchor) Veq = Vsaocv.seis [AC308 Eq. 11-27] Ocv.seis = 0.71 [C -SAS -2009] Veq = 5584.15 Ib = 0.65 [D.4.4] Veq = 3629.70 Ib (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x -direction... Vcbx = Avcx/Avcox`Ped,VTc,VVbx [Eq. D-21] Cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 240.00 int Avcox = 288.00 int [Eq. D-23] .`Ped,V = 0.9000 [Eq. D-27 or D-28] To = 1.0000 [Sec. D.6.2.7] i about:blank 11/9/2010 Page 5 of 8 Vbx" 7(le/do)0.2,� d04 fc(cal)1.5 [Eq. D-24] le = 5.00 in Vbx = 10395.65 Ib Vcbx = 7796.74 Ib [Eq. D-211 = 0.70 Neis = 0.75 Wcbx = 4093.29 Ib (for a single anchor) In y -direction... Vcby = Avcy/Avcoy`f`ed,V`f'c,VVby [Eq. D-21] Cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 240.00 in2 Avcoy = 288.00 in2 [Eq. D-23] Ted,v = 0.9000 [Eq. D-27 or D-28] To = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.24 do -4 fc(cal)l.5 [Eq. D-24] Ie=5.00 in Vby = 10395.65 Ib Vcby = 7796.74 Ib [Eq. D-21] = 0.70 �seis = 0.75 �Vcby = 4093.29 Ib (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cxl edge Vcbx = Avcx/AvcoxTed,VTc,VVbx [Eq. D-21] Cal = 8.00 in Avcx = 240.00 in2 Avcox = 288.00 in2 [Eq. D-23] `t'ed,V = 1.0000 [Sec. D.6.2.1 (c)] To = 1.0000 [Sec. D.6.2.7] Vbx = 7(1e/do)1.2, 1 do -q fc(cal)l.5 [Eq. D-24] le = 5.00 in about:blank 11/9/2010 Vbx = 10395.65 Ib Vcbx = 8663.04 Ib [Eq. D-21] Vcby — 2 * Vcbx [Sec. D.6.2.1 (c)] Vcby = 17326.08 Ib = 0.70 �seis = 0.75 Vcby = 9096.19 Ib (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/AvcoyTed,VTc,VVby [Eq. D-21 ] cal = 8.00 in Avcy = 240.00 in2 Avcoy = 288.00 in2 [Eq. D-23] `Ped,V = 1.0000 [Sec. D.6.2.1 (c)] To = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2., �l t do, f c(cal)1.5 [Eq. D-24] le = 5.00 in Vby = 10395.65 Ib Vcby = 8663.04 Ib [Eq. D-21] Vcbx = 2 * Vcby [Sec. D-6.2.1 (c)] Vcbx = 17326.08 Ib � = 0.70 �seis = 0.75 Vcbx = 9096.19 Ib (for a single anchor) Check anchors at cx2 edge Vcbx — Avcx/AvcoxTed,VTc,VVbx [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcx = 240.00 in2 Avcox = 288.00 in2 [Eq. D-23] `f'ed,V = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1 (c)] `Pc,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le/do)0.2.4 doq fc(ca1)1.5 [Eq. D-24] about:blank Page 6 of 8 11/9/2010 -55f Page 7 of 8 5�-) le = 5.00 in Vbx = 10395.65 Ib Vcbx = 8663.04 Ib [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1 (c)] Vcby = 17326.08 Ib = 0.70 �seis = 0.75 Vcby = 9096.19 Ib (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/' vcoy`1'ed,V`f'c,VVby [Eq. D-21] cal = 8.00 in (adjusted for edges per D.6.2.4) Avcy = 240.00 in2 Avcoy = 288.00 in2 [Eq. D-23] Ted,V = 1.0000 [Sec. D.6.2.1 (c)] `Pc,V = 1.0000 [Sec. D.6.2.7] Vby = 7(le/do)0.2 4 do .4r f c(ca1)1.5 [Eq. D-24] le = 5.00 in Vby = 10395.65 Ib Vcby = 8663.04 Ib [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 17326.08 Ib = 0.70 �seis = 0.75 Vcbx = 9096.19 Ib (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] VCP = min[kcpNa)kcpNcb] [Eq. D -30a] kcp = 2 [Sec. D.6.3.2] Na = 8458.74 Ib (from Section (6) of calculations) Ncb = 10771.48 Ib (from Section (5) of calculations) VCP = 16917.48 Ib = 0.70 [D.4.4] �seis = 0.75 about:blank 11/9/2010 Page 8 of 8 s� f Wcp = 8881.68 Ib (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Tension - Steel : 0.3844 - Breakout: 0.7198 - Adhesive: 0.9167 - Sideface Blowout : N/A Shear ' - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.92) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET -XP anchor(s) with 6 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. about:blank 11/9/2010 57 . " e ° Requires web stiffeners at end supports " i ` Requires web stiffeners at interior supports " a ' Requires web stiffeners at all supports See page 31 for Allowable Floor Joist Span Table Notes. 34 SSMA 1 Dead • . • • 1 • • . • �,� _� r' �' � Lige leo ""clDef ect onC/360 '� • Sirg1 Sian ,", TwEqu� l� nr Li�e"Load De. ecfiom, L1,4r80 �" ogle Spann 7wo,Ey, aI Spans :. � -' - Spacing) o c"Spacing;in) o c , ,� Spacing(m.).t Spacing (m� 6005162-33 11'3"e 9'9"e 7'11"e 11'3°a 9'3"a 6'10"a MVM 9'7"e 7'11"e 11'3"a 9'3°a 6'10°a 60OS200-33 11'7°e 10'0"e 8'2"e 11'6°a 9'5°a 7'0"a 11'0"e 10'0"e 8'2"e 11'6"a 9'5'a TO" a ,600S762�812�7�115 NE of 9 7 e 13 7 Ih 11F9 i 97i t 1 5=` 10 �5 91 e e 12 X10 i . t1t8 i`7 :i,'.•: 600S2Q043'13 �3 11 11 e 9 9 a 13 1.0 i a 11+ 11 .r9 a9lr ,. 1201011 9 6e "E 13',6 1fr 11 11a,iF 9 9 I:? 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", ... _"_ • 277 2502110 i r " .4, `e22'" -^- : "s , ..,. _-,u,.. ___ :�. ,223 X203„ ;i7 8e25'z0"<,r s� " ^.re:a'— ...::.r__. —_ 229:1.9 10:' } ,1000S200 97s�a STM — - � 10; 23'.3^m 4`" �, ._ .. � � � � � 29'"9 26 2 �� � � � X10 � E�23 3 �� k2ul �2,r ��18�6 M:26e � ` 1200$162-54 23' 11" a 21' 9" a 18' 4" a 25'5"a 20' 9" a 15' 5" a 21'9" a 19'9"e 17'3" a 24'5" a 20' 9° a 15' 5" a 12005200-54 . 24' 10" a 22' 7" a 18'10" a 25' 10"a .20'9"a 21' 1" a 15' 7" a 22' 7" a 20' 6" a 17' 11° a 25' 4" a 21' 1" a 15' 7" a 120OS250-54 1200$162 68"25"8 �1200520068r1 25' 9° e " e 19'-3" a 23 y � r20 5 �e 26' 2° a 21'4" a 169" a x,2 _8;j'0 �-� 26 3 i , 22' 1 23' 5" a 21'3"e 18'7" a 23 4 21 3818 6 a 26' 2" a 21'4" a 15' 9" a X26 3: i<� 23 10 i 2010 ir; " 2691 Za'3= X21 2 e °279 xT25r2 X30%Qaf=r27-3 ih 23 Iffi 4 a 3,221193e ` 27, E3 `i.24,9Ai�2"1.,,5 i 12005'250168 x _ , S 220 e__ r a ,p.:� �w3.I.;2 w28 0 is �2210i .252; 22H11., 20 Q e __.r_283i25 81. X22 5 12005162-97 28' 8" 26' 0" 22' 9" 32'2" 29' 2" 266" i 260" 23'8- 20' 8" 29' 2" 26-6- 23' 2" i 120OS200-97 29'10" 27' 1" 23' 8" 33' 6" '30'5"i "26' 7" i 27' Y' 24'7" 21'6" 30'5" 27'7" 24' 1" i 12005250-97 30' 11" 28' 1" 24'7" 34'9" -31'7",i 27' 7" i 28' 1" 266" 22'4" 31'7" 28' 8" 25'0'i " e ° Requires web stiffeners at end supports " i ` Requires web stiffeners at interior supports " a ' Requires web stiffeners at all supports See page 31 for Allowable Floor Joist Span Table Notes. 34 SSMA CRANDALL ENGINEERING SHEET JSP of 4958 PONDEROSA WAY P.O. BOX 124 JOB NO. I� MIDPINES, CA 95345 DATE: PHONE: 209-966-4844 FAX:- 209-966-4744 15 45 . + lam' c-, "40 CRANDALL ENGINEERING SHEET OF 4958 PONDEROSA WAY P.O. BOX 124 JOB NO. MIDPINES, CA 95345 DATE: t5 7,// C) PHONE 209-966-4844 FAX:209-966-4744 5-2 0 -00 -17 CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX. 209-966-4744 SHEET OF JOB NO. DATE: _ _ G z �j•� y[ CFD �� a `�1-ZO k i Lh,:=) . I I ,t)®1 �s CRANDALL ENGINEERING 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX 209-966-4744 SHEET I _ OF JOB NO. 1 C 'O I SI DATE: I l( _ CRANDALL ENGINEERING SHEET (Cw= OF 4958 PONDEROSA WAY P.O. BOX 124 JOB NO. i 1� MIDPINES, GA 95345 DATE: I� /� PHONE: 209-9966�-4844 FAX.209-966-4744 �L5 �,p 2 �� .. ' Sizs �1J1.ii E1tib iii€1 at , tt�ai � �W 1'e 2 orgi t ^2 1' �� 9Y' wig uStlar laud > t`c�0� st ' .9' n l�� 9�O pii 6SLRa)Jha81tie[taie .p .. Lj7 .{ Std l}>tx _s� ihwa6le i6s�i��}� Rl�.t i. .:si} tliiitna1 S#d 0�t lis.Aiy _ Is, ms[ii#! 6,353 „ 1,585 1,665 1,740 34 (7-0) 4%' 6 (2aA (7,1) (7.4) • (71) , 3 6,37x7 1,M 1,595 .. 1,670 �' 1X740 , ,5) (114) (152) (95) (lad) (1S) (7.1) (7.4) i (7.:7) f7o3�� 28s 1�05� (il)� ?Y 2 0599;987 ts1W, ra4") 249 4e), ?fx - 6 8 9324 1;2&Pi 2t330 2f,95 1027 597 X12:7/) 92 (152) (203) 4if5 x (bt ,1.t14) , 124 1.9 . (7 (14 5y ��830f 2 ft21 l � 3'945 WEIR, i' I f,1�3�5 �� .; � ;Mile,. MEN Y� ��• 3255' 'f1�4�6� . 2% (70) 7,745 (34.5) 1,940 RIO 2,220 ('94) 9,967 (444) 2;48$ MAY C/s f.105) 8,706 (381) 1,830 (91) 2,175 (9.7) 3,415 (15,2) 18,607 Rza) 1,650 (7.3) 4150 (201) $✓a (15.9) 7% (1917 10 (254) 51'a 12,498 2;227 3,125 3490 � 41,650. (146 (55 6) 119 9) (13.9) (17'.3) (2©7) �/S/4' �7 832 � 8 ' p : ; � �1F,960 ()s 2415 _ ) ti 11� i80 f_x?�) ft27 /-9 i2 11222 2901' 2i>O5 _ a498 E. 24068 61711 (19`is) >f117;) (229) (p305j�d99 1191 ff2`5) „ 180.01 f1998 10151 (: �. ��5'a' 19,79 3,5x7 x9305560 2A8$Q 796 617,9 _f4f f)38Q1".18)� f220�f47).. t191sf) {2,7�,1j. 1. The allowable loads listed are based on a safety factor of 4.0. 2. Allowable loads may be increased 33 1/3% for short term loading dueto wind or seismic forces when permitted by code. 3. Refer to allowable load -adjustment factors for spacing and edge distance. 4. The minimum concrete thickness is 1 1/2 times the embedment depth. 5. Tension and Shear loads for the Titen HD anchor may be combined using the elliptical interaction equation (n=6/3). Allowable load may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. Printed November 15, 2010 from http:/Awiw.simpsobanchorsl.com/catalog/mechanicaUbterrhdAoads_conc_shear.htrnl © 2010 Simpson Strong -Tie® 1 of 1 11/15/2010 10:34 PM CRANDALL ENGINEERING,,. :. 4958 PONDEROSA WAY P.O. BOX 124 MIDPINES, CA 95345 PHONE: 209-966-4844 FAX:- 209-966-4744 1t=��i� j�1c�ts G � 4m' 31 e, 2,'5 ����, dace -• t, ��'t� SHEET Z- OF JOB NO. �7� V DATE: J [..•'I64 �P -2.Y Ir �2 =-- x ctr� J ------------------- OL Simpson Anchor Systems:CFJMP Multi -Purpose Anchors CRIMP Multi -Purpose Anchors http: //www . simpsonanchors . com/catalog/mechanic al/crimp-drive/index... 4 4 www.simpsonanchors.com The Crimp anchor -is an easy -to -install -expansion anchor -for use -in concrete and -grout -filled -block. The pre -formed -curvature - — along the shaft creates an expansion mechanism that secures the anchor in place and eliminates the need for a secondary tightening procedure. This speeds up anchor installation and reduces the overall cost. Four Crimp anchor head styles are available to handle different applications that include fastening wood or light -gauge steel, attaching concrete formwork, hanging overhead support for sprinkler pipes or suspended ceiling panels.. Warning: Industry studies show that hardened fasteners can experience performance problems in wet or corrosive environments. Accordingly, with the exception of the duplex anchor, use these products in dry, interior and non -corrosive environments only. GALLERY: ROLL OVER IMAGES BELOW TO SEE I t vom Head Rod Coupler Tie -Wire Duplex MATERIAL Carbon steel FINISH Zinc plated and mechanically galvanized CODE REPORTS Factory Mutual 3031136 for the 3/8" Rod Coupler. HEAD STYLES Mushroom, rod coupler, tie -wire and duplex INSTALLATION See below. LINKS: ■ Limited Warranty Information ■ Tension and Shear Loads in Normal -Weight Concrete ■ Tension and Shear Loads in Sand -Lightweight Concrete over Metal Deck ■ Anchor Cataloq Section (PDF) Length Identification Head Marks on Mushroom And Duplex -Head Crimp Anchor (corresponds to length of anchor - inches) I of 2 C it M�9 9/7/2010 1:04 PM Simpson Anchor Systems:CRUAP Multi -Purpose Ancho`r`s fi4://www.simpsonanchors. com/catalog/mechanical/crimp-drive/index... 114 He z , .1,05_h B 2 2M2 3 From 1 11/2 Up To But Piot 1,h 2 2'><a 3 31h ln�ludirtg ■ Be sure the anchor is driven to the required embedment INSTALLATION ■ Drill a hole using the specified diameter carbide bit into the Crimp Anchor Installation Sequence _ base material to a depth_of at least 1/2"deeper than the required embedment Rod Couple ■ Blow the hole clean of dust and debris using compressed air. Overhead application need not to be blown clean. T Where a fixture is used, drive the anchor through the fixture g into the hole until the head sits flush against the fixture.vQ ■ Be sure the anchor is driven to the required embedment depth. The Rod Coupler and Tie -Wire models should be . driven in until the head is seated against the surface of the base material. Mushroom Head g f Tie -Wire u- }�`.Q K U -�Q� g � + � -V i' �� 4f • �'� 06 .SPS 5. Duplex -head Anchor may be removed with a claw hammer Printed September 7, 2010 from http://w Av.simpsonanchors.com/catalog/mechanicaYcdmp-driveAndex.htmi toD © 2010 Simpson Strong -Tie® 2 of 2 9/7/2010 1:04 PM Tension and Shear Loads in Normal -Weight Concrete 'a IPP 11,02 I U, S! V now P C E bs ia wo ME! 0 0 Yle 1%;3 3 145 ...... ....... .. ..... ... '250 340' ,---.,,450 3 3 175 275 395 1% 4 a 3 780 755 11 3(15 1 4 'A V,, 3 , f 275 395 610 VA I 'A 3 3 155 215 266 325 MIN®R%. 3 I 1/-. 4 4 265 500 1. The allowable loads listed are based on a safety factor of 4.0. 2. The minimum concrete thickness is 1 1/2 times the embedment depth. 3. Allowable loads may be linearly interpolated between concrete strengths listed. 4. For rod coupler, mechanical and plumbing design codes may prescribe lower allowable loads; verify with local codes. Tension and Shear Loads in Sand -Lightweight Conc',rete,over Metal Deck Iof2 9/7/2010'1:03 PM Structural (S) Stud Section Properties �Desig Thiel ness4 GrLoss area a AYIe ght� x E ecti>/ 3$ksl Sxx Ma �'Vax Yeg Effective�50ksI "I M rstonai .`sn i iblR . b ro! "1l ° ui I nJ$x "iii° 1sGcx Se an to X 1 � 1 , a ma �n 1 a I : , . in`li : �n 6 .. rn, _ inb 2505137-33 0.0346 0.197 0.67 0.203 0.163 1.015 0.052, 0.515 0.203 0.156 3.09 1040 1.272' 0.079 0.075 -1.170 1.633 0.486 250SI37.43 0.0451 0.255 0.87 0.261 0.208 1.010 0.067 0.511 0.261 0.205 4.53 1350 1.260 0.173 0.094 -1.158 1.620 0.489 .250S137-54_._.0.0566- -0.316..-_._1.07-0.318__0.255-__1.004--0.080-_.0.504. -0.31.8_0.255-_5.76__1.656_.1.250 -0.318-0.244_.822_25.10_1.27.4. -0.337_-0..113;1..150_-1.608_0.488_ 2505137.68 0.0713 0.390 1.33 0.386 - 0.309 0.994 0.095 0.495 0.386 0.309 7.19 2017 1.250 0.386 0.308 10.65 3057 1.251 0.661 0.134 -1.142 1.593 0.486 < : 250S162 33 r0 034& �-_.rx::.__.�.... [::_--_5.:-..-_r_..� a-- -"- 7- F'- -'9-e-s 0'223 0'76 0 235 Y 0 18&1 027 0 087 0 624 i---"?!°-.,.--^..^._. ...�.-.-- 235 0 h80 3'55'55 D40�1274„ ';!?eF.--• .'";; _e: z..a-c-.. I= ._. �-. r , ?n : F.-<- is-r.,-� _ 0 089 0 144 1501 1 923 a0 390;: [25081 62 43 0 Op510 289 0 98 ` Q302 0 242. 1[022 0111 0 620,; 0 302 0 2405 22 13f50 X1253, g 1 - * , , 0196 D 1:823 1 489 0 392' ;2505162 54 0 0566; Vsa0 fi 358 122 0 370�ll 296' 1 016 O 135+ Of6130 37dy 0 296 6 57 16561 250 (0370 0 288 6 62' 2510 1267 ,1.909 0 383 0 2191 482 1x898 "0 39,1„ s 25051§2; 0713; „0443.,:;151.,.0450 0360..-1007 Q;182,,0�605.', 0450.036Q,821:2.0.17 1.250: 0450 0:357`12103057;1255: 0752�O2621474 ;1885.0:389=i 3505162-33 0.0346 0.258. 0.88 0.508 0.290 1.404 0.098 0.617 0.508 0.279 5.50 1046 1.779 0.103 0.273 -1.351 2.044 0.563 3505162-43 0.0451 0.334 1.14 0.654, 0.374 1.400 0.125 0.612 0.654 0.372 8.08 1777 1.755 0.227 0.345 -1.339 2.031 0.565 3505162-54 0.0566 0.415 1.41 0.804 0.460 1.392 0.152 0.606 0.804 0.460 10.20 2403 1.750 0.804 0.447 13.37 3446 1.773 0.443 0.418 -1.331 2.019 0.566 3505162.68 0.0713 0.515 1.75 0.985 0.563 1.383 0.184 0.597 0.985 0.563 12.83 2959 1.750 0.985 0.557 18.89 4483 1.758 0.872 0.503 -1.321 2.004 0.565 A62S137.54O O566` 0379`1 29 O 1560 4171x4111 0 091 0 490 : 0 756Et 1{7 9 4324971 812D 756 0 400F13473446 1 8440 4050 2 6 1 d06 j`BOkO fi88`^: 362S13768_"..-�0'U,13�`;�' 0410=�1;60;-;OF922�0505�1�401�;U�109_�_0480��0'922,�"'Oi509'1187,�3076�"t81!2 �,0922�05DBr1E7b6_�4661�1814�0.797�E0294,�0_99&'1.784�'0689 3625162-33 0.0346 0.262 0.89 0.551 0.304 1.450 0.099 0.616 0.551 0.292 5.77 1039 1.843 0.105 0.293 -1.335 2.065 0.582 3625162.43 0.0451 0.340 1.16 0.710 0.392 1.445 0.127 0.611 0.710 0.389 8.46 1777 1.818 _ 0.230 0.371 -1.323 2.052 0.585- 362S162.54 0.0566 0.422 1.44 0.873 0.481 1.438 0.154 0.604 0.873 0.481 10.69 2497 1.812 .0.873 0.468 14.00 3446 1.836 0.451 0.449 -1.314 2.040 0.585 3625162-68 0.0713 0.524 1.78 1.069_ 0.590 1.429 0.186 0.596 1.069 0.590 13.44 3076 1.812 1.069 0.584 19.80 4661 1.820 0.887 0.540.-1.305 2.024 0.585 F3625200.33 s x0 0348 Of297„ 101 . 0'648 0 358. ;1478 , 0' 177 i0 7720 3 0'318 6 29 1 039198 t 18€ 0571 t 7702 432 MOM �� 362S20Ug43 ,� 004510 3651 310 836 0 461 x 1 474:0, 227 0 767. x0 836 O 448 8 851Fm1 8341 "Q yin0 261 : D 7264 1758 X2'419 0`472` 362S200n54; 0 0566 0 479 ; 1<63 , 1030 0 568 1467 U 277 =0 761 ;11 030 568 12 36 2497 181:2x- 1 030 x 0 50915 25 X3446 1 898 0 St is �0 884 1" 756. 21- 0 4710 F362S200;681 0 07,13 r° 0 595: 2 02 #1!265,0 698 n1458 ,Oi337K 0 753 41' 265,,. 0:696 15 S3y076t 812; �1�265 , 0:673 22 34'46611 1' 844 ':1, 008 1.070 1 74{9;=2 393"x0 4:70 4005137.33 0.0346 0.249 0.85 0.603 0.301 1.556 0.061 0.496 0.603 0.290 5.74 936 2.031 0.099 0.200 -0.987 1.908 0.732 4006137-43 0.0451 0.323 1.10 0.776 0.388 1.551 0.078 0.491 0.776 0.382 8.43 1777 2.014 0.219 0.253 -0.976 1.897 0.735 4005137-54 0.0566 0.401 1.36 0.953 0.477 1.542 0.094 0.484 0.953 0.477 10.78 2777 2.000 0.953 0.457 15.40 3446 2.034 0.428 0.305 -0.967 1.884 0.737 4005137-68 0.0713 0.497 1.69 1.165 0.582 1.531 0.112 0.475 1.165 0.582 13.58 3429 2.000 1.165 0.581 20.10 5196 2.002 0.842 0.365 -0.956 1.866 0.738 �..__.._.._...:7__�..a:m: 4005162.330 0346 ,-----: ..--<_:.._.._...-_.-.; ;... _ ,....r,..M_- ;Wt..._._,.;, 0 275 0 94 Or692 034&1 586 0103,0 811 r.,`.--'h:^r- ,:="'--,:..-..-nA---`-r: 0'692:0 33L �6 57 -936 2 032<�v :.xx ::;M:.;„ .�:�,.::.. _�,..�;,.. ..-...:..::.y....;.....- 0110 0 358" ..1 MF2133 p0°635' ?400S162 430 045110 357 ' ;1 21` 0 892 '0 446.. 1 561 0131 ' 0 606 ' 07892 0'443 9 63 .1777 i 2 006[ ,x k3446 0 242 `0 4531 1276 2124 0 638: 4005162 54 ` 0 OSfi6 "0 443[ 1 511 098 �"0�549 1574 TO t59 0 600 1 098 ` 0549 12 18 2777 2000 y1 1 098 0 533 1596 2 026 0 47305501'266 2 108 X0'638; 400S1 fi2'68 g; 0 0713_ NL _ 1 III 0_679, � 1 564 x L2.. 0`591 346 0 6Z3 15 34F 3429 2 000., 1346 U 666122 60 5196 2 009 0_933 0"fifi3 1_258 2 092 0639 - 4005200.33 0.0346 ., _,_1346. ., 0.310 1.05 0.812 0.406 1.619 0.183 0.769 0.805 0.362 7.16 936 2.091 0.124 0.689 -1.715 2.481 0.522 4006200.43 0.0451 0.402 1.37 1.047 0.524 1.615 0.235 0.764 1.047 0.509 10.06 1777 2.023 0.272 0.876 -1.703 2.468 0.524 4005200.54 0.0566 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0.646 14.06 2777 2.000 1.292 0.580 17.36 3446 2.091 0.534 1.068 11.695 2.456 0.524 4005200.68 0.0713 0.622 2.12 1.589 0.795 1.599 0.349 0.750 1.589 0.795 17.68 3429 2.000 1.589 0.766 25.41 5196 2.035 1.054 1.295 -1.686 2.441 0.523 +55 0 51 6 2 33,E 0 0346 550S16243 '0 0451 a0'327 m 1 11; 1 456 0530 2 112 OfL13" 0:589; a0+424, 1883 036852107 O l45 0 584 8'14458-0 512 f0 11 670. c 2 787 ?ir8830'fi61` 1432914872 757:x' ? ' 01301 0 704 1 X134 21468. 0 769 ;0 288[ OE894z 1 123 =2 458__ O.Z91 s SSOSI62 54 E 0 0566 r=1.44fi . X528'= - 1[80 324 µ0 845 2'098 0176 0 STl 2 324` 0 845 'i 8x76 27991 42 7502 324 0'821 24 59 2967 2 7820 c:::.._.. .....: 564 kt 08Sr t 1 t4"2 445 0 792;' 550S162;681>.:.0 0713.::.. _2 0 657.2 24s:,,, 24861.. 1; 040,2 086 .0:212 0 5681:2 s.x 861-,.,1.0,40.23 72, 9442 .: 2 7,50, , 2 861.: f:031.3,4 94 -5.468 ,2 761a 1 tr14 X1::3:16�:1 103_.2 427. 0.?93 0.127 0.493 -0.823 2.421 0.884 6005137-33 0.0346 0.318 1.08 1.582 0.527 2.229 0.069 0.464 1.58? 0.510 10.07 612 3.039 600S137-43 0.0451 0.413 1.41 2.042 0.681 2.223 0.087 0.459 2.042 0.670 14.80 1358 3.018 0.280 0.625 -0.813 2.411 0.886 6005137.54 0.0566 0.514 1.75 2.518 0.839 2.213 0.105 0.452 2.518 0.839 18.98 2708 3.000 2.518 0.809 27.23 2708 3.042 0.549 0.757 -0.804 2.398 0.888 6006137-68 0.0713 0.640 2.18 3.094 1.031 2.200 0.125 0.443 3.094 1.031 24.05 4442 3.000 3.094 1.029 35.60 5468 3.002 1.084 0.911 -0.793 2.380 0.889 600S137-97 0.1017 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4.1 4 88 1.396 3 .48 7372 3.000 4.188 1.396 50.80 11124 3.000 3.066 1.179 -0.770 2.341 0.892 ;600S162 330 0346 t_ 0 344 1 17 :1793 0 598 2 282Oz1 t6r�10 SBt - -u x1h793 0�577ir1 4 6112+3039 - " s - "0 t3Z 0 851 1 091 :2 895 �0 823; 600S162 43 00451 0`447 1 52x 2~316' O.n2 2'276 �Ort48'0 576 2 316 0'767 16'68 1358 '3 007'; i ?� 303 1062' 1 061 2 585 0?825;; :600S 62 54 *0 0$66 " .s , 0 556 1.89 2860 0 9532 2670°180 0 570 2 860, 0 953 21 �t7 2708 3 OOOy x 2 S6U 0 92727 Z6 27083 034; ,0 0 5941 316 ,1 072 2572 0 82fix 600S162 fib. 0 0713 0 693 236 �3+525 X11752 255-.0.218 +0 560 3 525„ 11'75 2879444213 0003 525 1 164.39 46 5468 3 01,15 t` 174 1 596 1 0612 5540 828;: 600S162:97 0 1017 0 966 -._.3 29 �4.7 37 1: 599 2 229���0 2831 :0,541. 94 79,7,,.1 599�38�37` 7372 .3 OOQ,. �4 797 sL599..56 Z3 11124 3 000"3 829 2:093 �-1£039x 2 518 :0.8301 6006200.33 0.0346 0.379 1.29 2.075 0.692 2.340 0.209 0.743 2.059' 0.617 12.20 612 3.135 0.151 1.577 -1.479 2.866 0.734 6003200.43 0.0451 0.492 1.67 2.683 0.894 2.335 0.268 0.739 2.683 0.873 17.24 1358 3.028 - 0.334 2.012 -1.468 2.855.0.736 6005200.54 0.0566 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.106 24.07 2708 3.000 3.319 1.002 30.01 2708 3.117 0.655 2.461 -1.459 2.842 0.737 6005200-68 0.0713 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42. 4442 3.000 4.101 1.317 43.71 5468 3.047 1.295 2.997 -1.448 2.826 0.737 6005200-97 0.1017 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 43.49 7372 3.000 5.612 •1.871 64.53 11124 3.000 3.679 3.981 -1.427 2.791 0.739 600S250 43 , W 0 0451 F �0 537 : 1 83 u3 082 1027 2 396 D 45B 0 923 3 082 0 918 18' q 1358 3 t a x.,. i 0 354:3 379 1?898 3193 0 ar 6005250 54R 0.0566 0670 2 28£ 3;849 1 273: 2 3660562 '01917 .3'819 ; i t59 22.90ti 2108 3115 3 760 1 069 X32 00''2708 q3 207 �0 715z 4;140 1 883 9 180D:647: 600S250 6$0 O7 3}� 0 836 2 84 t4t727 x 1576 2 3780 688`0 908 4`727 1'522 30 0$ 3045;: 4722.1.342 40.19 5468 3 191 416 5 071 1876 3"1fi4� U'647r 6005250.97-,041017 :.,,1.'169 .f398 .,16496' 2.1.65,,.2[352 •0:9230.8894 x :4442 61496,.2:1'60 48.80;`.2372 3.003: .,6496.,21063.69.38 1;]124.3.0$2; rl 4.030.N6`798'..1857_:3.130._Oi648a ' Web -height to thickness ratio exceeds 200. Web stiffeners are, required at all support points and concentrated loads See Section Properties Table Notes on page 6. NIOG7 Ss1+gp Structural.(S) Stud -Section Properties �MR. Desrgn ' ihicsnessPcea AggSection Gro I IN -E3* "' VJerght YY. Y EtfectlVe�33I si = �Sxx as- Va k �{� " ffecumej s� s Ixx x a'� Va Y Tors�'ortaf " h� Cw �Xo Rod na blff: r " v " i Bi fn `� Ib� ea min .' n + nti min! am£mS mH i rrt? m.k w rn!� rn mti 800S137-33' 0.0346 0.388 1.32 3.198 0.799 2.873 0.073 0.435 3.198 0.663 13.10 455 4.335 0.155 0.948 -0.709 2.991 0.944 8005137.43 0.04510.503 1.71 4.134 1.033 2.866 0.093 0.430 4.134 1.033 20.42 1008 4.000 0.341 1.202 -0.700 2.981 0.945 8005137.54-0:0566_ -0:627=2:13--5:1-10--1:277-2.855-0.-1-12-0.423---5.1-10.--1.277--28.89---2006--4:000--5.-140..-1:249-37:38--2006-4.032.0,670--1:460-.-0:691-2:967--0:946- 8005137.68 0.0713 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.303 1.576 36.74 4048 4.000 6.303 1.573 54.40 4048 4.003 1.325 1.762 -0.680 2.948 0.947 8005137.97 0.1017 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 53.09 9037 4.000 8.597 2.149 78.22 11124 4.000 3.767 2.295 -0.658 2.908 0.949 80081:62 33' e> 0 0346 O dt3 : �t?41.3 562 0 696: 2 943 :A 125 0550: x,3.982 0"757 14 96h. 455 !'4:306 °" "'rt b IgN� s� *;� 0,165 hL6t5`-O'9% 31142 `0 908 800616243 00951 q 5'37 183 4 633 1 158 2 937 0180 0546 t }434 F 4'633 1 158 22 89. % 10064 000 2006" s0 0 364 ` 2 056 -0 941 *,3 .' i'9f0 ; ' 8008162*54 0 0566 80081 fi2�68 0' 670 2528 5736 1 2 927 p0 194' �0 539; 0 836 2 84� 7 089 1 772.2 0 235 0 53U17 5 736 1434 31183 4 000 089 TM X40484 ��177240 5 736.1397 41°84 2006 4039 757 4.Ot 3 0 1 O 715 2.509932` Or0713 913 417 0U6 7 089 1 59 57 4048 1n416 3,04V -0!921 80061'$2 J7_0�:10_.17 �t?69'xx3 98.E 9`7132`428288_30 3U5 " 05f0.9 713 2 428 X59 27 _9037 14080k y 9 7<13 82428x86 14 11*124. 4'000, 4030 4"023 0'899 3 062"" 0_9_74 8COS20033' 0.0346 0.448 1.52 4.096 1.024 3.023 0.227 0.712 4.096 0.812 16.04 455 4.410 0.179 2.945 -1.306 3.369 0.850 8005200-43 0.0451 0.582 1.98 5.302 1.325 3.018 0.292 0.708 5.302 1.293' 25.54 1008 4.038 0.395 3.763 -1295 3.359 0.851 8005200.54 0.0566 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.643 35.75 2006 4.000 6.573 1.475 44.15 2006 4.168 0.775 4.612 -1.286 3.346 0.852 8005200-68 0.0713 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 2.035 45.29 4048 4.000 8.140 1.964 65.21 4048 4.055 1.537 5.631 -1.275 3.329 0.853 8005200.97 0.1017 1.271 4.32 11203 2.801 2.969 0.576 0.673 11203 2.801 65.12 9037 4.000 11.203 2.801 96.63 11124 4.000 4.381 7.524 .1.253 3.292 0.855 °18006250-43 0 0451' _._ 6 627 2.43 x"6:015 :-1; 50 34 097 500 0+893 <f 4 .. .< �0 425 6 3201 6953 6�41h 0 788 .;8006250-54�`�0'0566 0783-T`266'� 7'465 1.866x,3088.06140886 X097fi;�3'33,��926t,�2`315;�:3477k�U752��0`89Z R+7465" x1�712k 33823 r�2006�tt44341'�7378�1�525�4566�, 2006'. 4f323 0886 7769#,�;�1.:6t16 3828 �D784F �,800825E):68��;00713;� �9�261�h2240.�4426 *4048"4853x1'9�26�"q�2�00$-r5996� 40Y48 4219 1658 9526 `1674 36t1 :;6005250;92,.. 0:}Oilx,:1372,-�467. .:12:789„3152.;3053_.,1^009.,6857rp,1:27,89h :;3:t90,_...7,206_�,9037 4;004. ,;12i,89;�3"053_f�70�?1x1x124 4:073,. v0785,; 4131-' f2.838:+:1652�57,5�-�.D767" 10005162.43' 0.0451 0.627 2.13 8.025 1.605 3.577 0.168 0.518 8.025 1.414 27.94 802 5.292 0.425 3.404 -0.836 3.709 0.949 100GS162-54 0.0566 0.783 2.66 9.950 1.990 3.565 0.204 0.511 9.950 1.990 39.32 1593 5.000 9.950 1.712 51.26 1593 5.332 0.836 4.160 -0.827 3.696 0.950 t00CS162-08 0.0713 0.978 3.33 12.325 2.465 3.550 0.246 0.502 12.325 2.465 56.20 3209 " 5.000 12.325 2.465 73.80 3209 5.000 1.658 5.060 -0.817 3.677 0.951 100CS162.97 0.1017 1.372 4.67 16.967 3.393 3.516 0.320 0.483 16.967 3.393 81.43 9037 5.000 16.967 3.393 120.37 9461 5.000 4.731 6.708 -0.795 3.637 0.952 p1000,5200-03'" 0'0451 0"672 ��`�2729?r :9 085"51 617; x3 fi76" �0 309 0877 �91085��1�580 � 31 23 � SF319 �� , � � :� " ;; 100LS200 540 0566 g 0839.2 86 '11=2782 256 3666 0378a871k 1802 i1 278 2256 X44 57 : 5 000 , z �'tA 278�`rt`805 54V4 ,1593"; 5 478 0 896 7595x 1 1533 901 Q 913 t00C�S200.68 ryy0EU713 e1 050 �,3 57 � 13 9942'799£ 3652,%0 480 0662 ,1593 X13994 �2 799,€ 62 28' :.3209 57©00 ,,13 994F, 2.744 82 15, 3209; S 037, 1779 "9291. �1?142 �3 883 11 0 91 3 «10_0[520¢97 O's01.47,_r4.: 5 02 19'336. 3:867' 3 6_22.0;609y0 6431t$336� 36867,89 92:9037 5:000 19?336,3 B6I 133 42 K9481_._5 000+ 5 082 12 460" -NIB, 10006250.43' 0.0451 0.717 2.44 10.203 2.041 3.771 0.531 0.860 10.203 1.617 31.95 802 5.508 0.486 10.404 -1.535 4.161 0.864 1000-6250.54 0.0566, 0.896 3.05 12.677 2.535 3.762 0.653 0.854 12.677 2.277 44.99 1593 5.213 12.660 1.879 56.26 1593 5.635 0.957 12.805 -1.525 4.148 0.865 100CS250-68 0.0713 1.121 3.81 15.751 3.150 3.749 0.799 0.844 15.751 3.054 60.34 3209 5.060 15.751 2.670 79.94 3209 5.317 1.899 15.726 -1.514 4.130 0.866 100CS250.97 0.1017 1.576 5.36 21.827 4.365 3.722 1.072 0.825 21.827 4.356 98.40 9037 5.004 21.627 4.181 140.63 9461 5.082 5.433 21.268 -1.491 4.093 0.867 f200S162 549 AO'05§6 ,0 696 RVIM1,1051 X15-730 26221 4 t90, 0_212 Oy486 f #Yl "w3 19 477& i5 230 2 334 r 461'1 13216 3l t. � 28 x 15`730 �,Z!024* 60-`60 - 1321�� 6 695y x518 `2,953 2658 ,0�95I.., 6 293 -0+744 4 283 0 97D a12QC5162MIN 0.0713 120CS1;62 97 ";1576 81 s 518 3 253; 4173 0.255 0 S 36,1:;29 9,66 4 g94; 137 Q:33 { O 459, 19 518U, 3`253 64 26% 6 000 6_ 26 966k Ri 9 88 41 6 257 66 4 494,w158+42 u7614 6 000+ £ 1'699 x*7666 0 7364 264", x0 970 187,y j,.0 .. _ . 12005200-54' 0.0566 0.953 3.24 17.662 2.944 4.306 0.393 0.643 y 49dyy107_85 7814 ! DO 17.662 2.658 52.52 1321 6.281 26 17.662 2.143 64.17 W 1321 6.836 5433_'10 Of713 4°223 0 9,71 1.017 11.462 -1.047 4.478 0.945 120CS200-68 0.0713 1.192 4.06 21.947 3.658 4.291 0.479 0.634 21.947 3.658 81.40 2658 6.000 21.947 3.265 97.75 2658 6.300 2.020 14.038 -1.036 4.459 0.946 120CS200.97 0.1017 1.677 5.71 30.417 5.069 4.258 0.635 0.615 30.417 5.069 117.87 7814 6.000 30.417 5.069 174.89 7814 6.000 5.783 18.876 -1.014 4.420 0.947 r...._._,; 1200525054! 00566 Of0713 1009 343" "19683280 44f60983f0'823 1''263 Ff9681 2'679 52941321 16521 f9'681;2238 �67r01`.132;1 ;,6;995111"07$19354`13954704 0912 120[825068 _.u:..::.z..:.:..,,-.-:;:, 1200525097 z;0#01,7 430k"244844A8i4<402 0183608f324464�339fi3`7Bs312658.6.06524'484+914I942226586843 ..,:.:....: ...............: 1779.:,;6:05 ;340:1:6,.:5:669, 4.373.,t:T21, 0x7941 ,.. ..._..-... .._......_. .sF.._ ..... 3:4016''5658..t27BOrFlZ814 6:004.:w4A16: 5.446,11'83§15 ,7814. fi086{u6.1340 2i41723:7961384'4'BBfix30 9,13: 2.260 ;;1x361,,;4848,=Ot9:4 ' Web -height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 8 SSMA lP0/ -e;5 Screw Table Notes 1. Screw spacing and edge distance shall not be less than 3 x d. (d = Nominal screw diameter) 2. The allowable loads are based on the steel properties of the members being connected, per AISI section E4. 3. When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used. 4. The riorhinal-strength of the screw mustbe-afleast 3.75-tiifies the allowable loads. - 5. Values include a 3.0 factor of safety. 6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (lbs/screw) k Steel Mils,., Thiclmess Desi n in Steel+Properties -E" ksi _Fu; ksl .. d,�8: 4.21.& {'Irr) Shear.>-sPGlll'out Dla „ 0 ,990` (*n) Sh'ear�'=.±Pullout. Dia z0 164 [n) :Shear ..:Pullout Dia 0"t38 f`ri� , ; .: Shear.PelLouG'; 18 0.0188 33 45 1/88 963 66 39 60 33 MITE .� 118 0.1242 33 45 1/8 1677 Mw : 0 0586 50 : ;.. 85..it3X92x' "f�21 .c .::;O 59<...,, ._?.1:.91 _ G .`_�: '?0.�...._ 30 0.0312 33 45 50 151 76 141 65 129 55 77 43 0.0451 33 45 280 124 263 109 244 94 224 79 54 . O U566 ; .:.33 s:._ 45 394 x:156 w< •w370..:.; 137 sr, ..',_344 1_58. 68 0.0713 33 45 557 196 - 523 173 „,, _ �,•- P Weld Table Notes 1. Weld capacities based on AISI, section E2 2. When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 5. Allowable loads based on E60xx electrodes. 6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective throat of the weld shall not be less than the thickness of the thinnest connected part. Allowable Loads for Fillet welds and Flare Groove welds Sfeel' Thickness Steel PGopertes ;Muss .Desi n In .F, ksl Ei ksi Nominal . 4VeItli:Size Allowable '.[ oad Ib`fin :iE 43 0.0451 33 45 1/16 609 3/82 68 0.0713 33 45 1/88 963 � 45° ,i � ; ]/S MITE .� 118 0.1242 33 45 1/8 1677 Mw : 0 0586 50 : ;.. 85..it3X92x' cwt 1104 68 0.0713 50 65 1/8 1390 50 TO -'242'H.. 48 ssrw Structural'(T) Track Section Properties ' Web -height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 10 SSMA om ' �ifeive 33ksi� s Effec ive'SO mej�rf�%� yyRyex1M t' Cha YgVakg �b all Sect d -P MI ,,k 1n : Y iO`i N ink :.Q (Ib .>, wm fie? 400T125-18' 0.0188 0.122 0.42 0.300 0.145 1.566 0.017 0.373 0.243 0.072 1.43 146 2.634 0.014 0.052 -0.647 1.735 0.861 4007125-27 0.0283 0.184 - . _ 0.449 0217 1_562 0.025 0.372._ 0_380 _0.156`3.08_494 2.306 0.049 O Q77 -0_641 1.729 400712530 0.0312 0.203 0.69 0.495 0.239 1.562 0.028 0.371 0.427 0.176 3.49 661 2.289 _0_862,_ 0.066 0.085 -0.640 1.729 0.863 400T125-33 0.0346 ' 0:225 0.76 0.549 0.265 1.563 10.031 0.371 0.484 0.201' 3:97 901 2.272 0.090 0.094 -0.639 1.728 0.863 400T125-43 0.0451 0.293 1.00 0.716 0.344 1.563 0.040 0.369 0.666 0.282- 5.57 1777 2.227 0.198 0.122 -0.635 1.727 0.865 400T125.54 0.0566 0.367 1.25 0.904 0.431 1.569 0.049 0.366- 0.882 0.381 7.53- 2799 2.191 0.849 0.359 10.74 3446 2.234 0.392 0.153 -0.631 1.730 0.867 4007125-68 0.0713 0.462 1.57 1.150 0.541 .1 .577 0.061 0.363 1.150 0.517 10.22 3664 2.159 1.134 0.488 14.62 5468 2.202 0.783 0.193 -0.627 1.736 0.870 1 14007150 27 Of0283 , 0 "i 0 67 0 509 1248 1 602 N 0 042 0 `481 gp s AO 409. 0154 3 04p 494 k.2 420. p - 0 0531 Ok127 U 834 P 1 864 ,0 800 30 0 031'2 0 219 0 74 0 5610 274 -1 6032604 6in +0461 .0458 0183* 3 61 Milli 2x359 �0 139 -0833 1 864 0 800 �400T150 4007150 33 0{0346 �0 242:0 82 U 622 0 300' 1 603 0051 0 460 ; 05190 209<412 901 2 3421 + p `0 0970154 : '0983# f 863 0 801 400Ta150-03 0 0451 .0 315 1�07x 0'811 0 390 .1 604 0 066 0 458 0 719, 0 293 5 80 . 1777 a 294' 1 F sN F. 0 2810 200 0 827 1�8Fi2D 8Q3w. ,1 4007150 54 0 0566 + YI ${ T,0 3961 35 1 025 0 489 1 610 0 062 `0 456 x:i 0 960 0399 " 7 89, 2799 2 253:30 918 0 374 1 111':9 3446 2 3010 422+ 251 .-0 823 9.865 �0?8053- 400T15Q,68 ?. 0 0713 0; 498y „ 1n69' _:1 3Q6 0 61'5 ;1,61,9 Q 102 a0 453 l 286 0 5487 10 82 3§6,4 ,2 21s4� 1 23l x0 513 _t5 35 546,8, 2'.264 _.. ,0 0 8¢4 0 316 -0'.818 i 870' 0!808 4007200-33 0.0346 0.277 0.94 0.768 0.371 1.666 0.113 0.639 0.581 0.220 4.34 901 2.469 0.110 0.335 -1.240 2.173 0.674 4007200-43 0.0451 0.360 1.23 1.002 0.482 1.668 0.146 0.637 0.811 0.311 .6.14 1777 2.418 0.244 0.435 -1.235 2.171 0.676 4007200.54 0.0566 0.452 1.54 1.268 0.604 1.675 0.182 0.635 1.093 0.426 8.42 2799 2.374 1.037 0.397 11.88 3446 2.426 0.483 0.549 -1.231 2.173 0.679 40OT200.68 0.0713 0.569 1.94 1.617 0.761 1.685 0.227 0.632 1.485 0.591 11.68 3664 2.327 1.412 0.549 16.42 5468 2.385 0.965 0.699 -1.226 2.178 0.683 i550T125 27i,Q10283 MO 226 077 $'0 948 0 33&: 2 0468 0 027 0 348 ' 10 836 0 20Z 4 09' 3574 3 337 i 0 060. 01600,55Qa 2°1.5 0 935 k: 5507125 30 0 0312 0250 ' 0 85 ):045 0 370 �2 046 +0 0301 0 3'47, `! °0 9310'252 4 9,7 ; 478' 3 2Z3 °1 + Viz;, k § `�0 0 0810176 0:549 21'47.0+935 5$07125 33 0 0346s x0 277 0 94 1' 159 0 410.:2 0460'b33 0 346 042 024 616f 652 1 3 094 , 11'0 0 1940 547,2149 0 935 5507125 43 0 0451 ; 0 360' t 23 1; 510 0 533 y2 047 Ox043a 0 34`4 , MMI -1 8 91 1443 2 991 #� 0 2441 0 251 0 544 2146@. 01936 ' ,5507125 54 k;0 O56fi ' 0 452 1 54 1 903 0 668 2 052 0 059 0342 %1 1861 0 602 1 89 2%99x 2.949 1 800 572 81713 2859 2 997 Il 0489 0 3140'540 2149 0 937; 5507125 68 0.0713 ; ; 0' 569?; 1, 94 2 412 0 839 k 2x058 .:; 0 066 Q 339 2 412 0,801%F15, 95 ; 4442 ' 2 913 , ;0 2.379 (17,69 23:02. , 5468E 2 960 0 965 0 395 0'536 f 2`1'S4°�0 938 5507150-27 0.0283 0.241 0.82 1.059 0.376 2.098 0.046 0.436 ' 0:893 0.207 4.10 357 3.460 0.064 0.262 -0.724' 2.262 . 0.89E 550T150.30 0.0312 0.265 0.90 1.168 0.414 2.098 0.050 0.435 0.995 0.251 4.96 478 3.349 0.086 0.288 -0.723 2.262 0.896 550T150-33 0.0346 0.294 1.00 1.295 0.459 2.099 0.055 0.434 1.115 0.310 6.12. 652 3.224 0.117 0.319 -0.721 2.261 0.898 550T150-43 0.0451 0.383 1.30 1.688 0.596 2.099 0.072 0.432 1.516 0.468 '9.25 1443 3.066 0.260 0.412 -0.717 2.260 0.899 550T150-54 0.0566 0.480 1.63 2.128 0.747 2.105 0.089 0.430 2.005 0.628 12.41 2799 3.020 1.928 0.595 17.81 2859 3.072 0.513 0.517 -0.714 2.264 0.901 550T150-68 0.0713 0.605 2.06 2.699 0.939 2.112 0.110 0.427 2.660 0.850 16.80 4442 . 2.974 2.569 0.804 24.07 5468 3.029 1.025 0.652 -0.710 2.269 0.902 x,•:��:::::::.:::::::.::::::::.:.::�:;x,:,;,.x;n. 550,7200 33 0 0346r .. ..x. 0 329 ; 1 12 # 1 567 O 556 2/8440123 0 6133; of 246 0 307s6F06 6523453`; `0 _ f 31 d0 692;1`0972 b2 081C 5507200-03, 0 0451 � 0 428 „� 146 2; 043 O Z22 .2185 ,016b E O 619 a 1690 0 495 9 79 1443 3 209 ��, ., a � .+:. 0290 0 898 f 093 2 52 � 0181cM ;65072003581 .0 0566 r0 537 1 B3 2 578 0 905 "2 191 Q 499 0 609 2 253 0 fifi9� 13 21 E2799 ° 3158 k2158# 0 63 f8 86 2859 3 2150 573 1129 1 089tt"2 5208`14 ;: 5507200,68�YO07;13_ i 0676.. 230,:3;274 11392200x=0.248 0606.,s3027.,,0:9.14.18Q6s4442 . ,x3103;, ^ 8940'85725:6T.,Sg683a66 227 G1; 146,14281?064 253".;081,6,; 600T125.271 0.0283 0.241 0.82 1.168 0.381 2.204 0.028 0.340 1.041 0.225 4.44 327 3.693 0.064 0.195 -0.525 2.291 0.948 60OT125.30 0.0312 0.265 0.90 1.288 0.419 2.204 0.031 0.340 1.159 0.272.-5.37 438 3.573 0.086 0.214 -0.524 2.291 0.948 600T125-33 0.0346 0.294 1.00 1.428 0.465 2.204 0.034 0.339 1.297 0.338 1VQ),,597 3.438 0.117 0.237 -0.523 2.291 0.94E 60OT125.43 0.0451 ' 0.383 1.30 1.861 0.604 2.205 0.044 0.337 1.750 0.515 00.1•T 1321 3.244 0.260 0.306 -0.519 2.290 0.945 6007125.54 0.0566 0.480 1.63 2.344 0.756 2.209 0.054 0.335 2.294 0.685 `13.53. 2617 3.202 2.221 0.653 19.55 2617 3.250 0.513 0.383 -0.516 2.293 0.949 6007125-68 0.0713 0.605 2.06 2.969 0.950 2.215 0.067 0.332 2.969 '0.916. 18.09 4442 3.164 2.930 0.874 26.17 5251 3.211 1.025 0.481 -0.512 2.298 0.95C 6007125-97 0.1017 0.862.... 2:93_. 1.347 2.228 0.092 4.281 1,347 30.43 7850-_ 3.178 4.281, 1.347. 40.33 11124 3.178 2.973 0.681 -0.504 2.308 0.952 6007159,2 71 ;0,02830 _.,4.281 __.0.326.. 255 ; 0 87 1; 300 s 0 4242 260*0 047 0 427 , 41109 0x225 � `4 69 1327 3 819 _ x�37 �� `x0'068{ 0 3190'694 2 402 X0;917 rc 6007150 30 0 0312 1 : M �0 281 1"0 96 M 433 0 467 2 260 O 051k 0 427 1 235 0 27P 5 38 438 3 701 x u d n # F i 0 091 0 351 X03693. 2 40P7 0 917 �a ya 6007150 33 " 0 0346 w 0 31,1 1 O6 �1f5900 517 2 260 �0 0570426,1 r as . 385 a Q 336 61 X597 569 , x s " 1 4 0 240 389 6007150 43 0 0X51 O k405 � 1 38§. 21072 0 673'r 2 261 ^ 0 07 34 0 424 g6 x3 1868 0 534 10 55 1321 33321 ' ° n Yt �Ox69125401 0 P75 0 503 �0�687 °2'40b Ot91 E 6007150 54 00566 0 509 1 13 2 611 0 843 2 266`+ 0 091 0 422c 464 0 714 +144Ie 2617. 3 274 2 3}4a 0 678 20 30 2617 3 3 7 0 543 r 0 630 0684 2 404 .0 91 c" 60071150 681' 0 07130 641 2°18 t 3 309 1 059: 2 273 0113 0 419 S 262 0963 Ism 4442 3 227 x 3"154: 0 913 27 X34 5251 3 282 1 T -O8 6T79E M.6802 409 0 9x 600T:1509701Q17* �U913._; 311 ?4218", fSU42288�0'156F0413, 47781504a29Zt-,:'sI6503b1I8g4778 1;Q44 _43,23'11`1243222 *3x148,1731 06722'.420:092` 60OT200.33 0.0346 0.346 1.18 1.913 0.622 2.352 0.126- •0.604 1.542 0.333 6.59 597 3.803 0.138 0.845 -1.057 2.648 0.841 60OT20043 0.0451 0.451 1.53 2.494 0.809 2.353 0.163 0.602 2.076 0.565 11.16 1321 3.469 0.305 1.095 =1.053 2.647 0.842 60OT200-54 0.0566 0.565 1.92 3.145 1.015 2.359 0.203 0.600 2.759, 0.759 15.00. 2617 3.416 2.641 0.717 21.48 2617 3.475 .0.604 1.376 -1.049 2.650 0.843 0.712 2.42 3.990 1.277 2.367 0.254 0.597 13.696 1.034 20.42 4442 3.360 6007200-68 0.0713 3.540 0.973 29.12 5251 3.424 1.206 1.739 -1.045 2.656 0.845 6007200-97 0.1017 1.015 3.45 5.773 1.816 2.385 0.354 0.591 15.773 1.667 32.95 7850 3.276 5.558 1.568 46.94 11124 3.345 3.499 2.496 -1.036 2.667 0.849 ' Web -height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 10 SSMA ,,Structural (T) Track Section Properties q Deslg r. Gross � �jEff�eCtive�3�3ksi E , ectrve 50csi dlxx� orsional. ' fiiclm�es�s �S.�Seceo:.� r Area Vyglgpt 1�i'1 S�Ot Rix yy Rye � &xz��Ma!Ua", �Yeg Sp%��Ma, ��' mcg Jl�'�0°"Cw. Xo Ro ' _?'n�..�,�in,y.�Ib'Ik and. , in�lr♦ ,. ,,n�?�dztm;,S�ty�n,k�.dltiA � m;ulin �.,m;� ..,in,k�' �Ibw,,��inat�`. 3n�� ".infi min= aiR��s.6��2 800T125.331 0.0346 0.363 1.24 2.895 0.711 2.824 0.036 0.313 2.706 0.433 8.56 446 4.860 0.145 0.456 -0.444 2.875 0.976 80OT125.43. 0.0451 0.473 1.61 3.773 0.924 2.824 0.046 0.311 -4-,745-' 3.600 0.739 14.61. 988 4.408 0.321 0.588 -0.440 2.875 0.977 800T125-54 0.0566 0.594 202 F1'5_8 2.827 0.057 0.3009 4.653 1.065 21.04 1956 4.208 4.548 0.961 28.78 1956 4.367 0.634 0.734 -0.438 2.878 0.977- 800T125-68 0.0713 0.748 2.54 5.998 1.454 2.833 0.070 0.306 5.998 1.409 27.85 3920 4.166 5.925 1.355 40.58 3920 4.217 1.267 0.919 -0.434 2.882 0.977 800T125-97 0.1017 _ 1.066 3.63 8:613. 2.062 2.843 0.096 0.301 8.613 2.062 46.57 9037 4.178 8.613 2.062 61.72_... 11124 4.178 3.674 1.293 -0.427 2.891 0.978 80071'80 33'� 0 0346 0x380 1 29 3180 ^ 0'781 - 2 891 0 680 10 397 3 2 866 d0 437 s 8 63 446rty ;4 995 0152 R0 750 -0 5E2 978 0:980 t800Tt50 43 0 0451 0 4961s69 X4144 r 1 Q15 x288910 077 =0 395fi1' 3 825074114 64 988 4 550.: ^%x. x. 0'3360 97aa-0 590 2'977 O'961E 8007750 54 D 0566 4 �0 622 2x12 � 5 214 1!272 2 896 0.096. 20 393 '� 9S2u 1 106 21 85 :1956 E � 287E £ �4 835 � , 0`:963+ 28 83 x�1956� *4.509 0 664 x,1219 {�-0158'7 2 980+:0 961 8007150.680 0713 0 783 2 67 6 594 1 599 2 902 0 119 0 390 6 5861 474 X29 13 3920 4 234 �6 3171 410 42 20 39204 294 11 a321.:9z522 `-0+583 f2 985 0 962 "800T15091� O101a7x :1x1t6�380 � 9.479_2269", 2.91'4 0165�0384� 9479,2269 '4483F:9037"` 4178;�94792192�65`�62`�11124_...4225:,` x 3_849 _2155 -U�576 �995�0_963 80OT20D-331 0.0346 0.415 1.41 3.749 3.921 3.005 0.135 0.571 3.155 0.440- 8.70 446 5.245 0.166 1.635 -0.925 3.196 0.916v 80OT200.43 0.0451 0.541 1.84 4.887 1.197 3.006 0.175 0.569 4.230 0.741 14.63 988 4.814 0.367 2.119 -0.921 3.195 0.917 8007200.54 0.0566 0.679 2.31 6.152 1.501 3.011 0.218 0.567 5.475 1.170 23.13 1956 4.444 5.353 0.962 28.79 1956 4.776 0.725 2.657 -0.917 3.198 0.918 BOOT200-68 0.0713 0.854 2.91 7.786 1.888 3.019 0.272 0.564 7.265 1.573 31.09 3920 4.381 6.997 1.494 44.74 3920 4.450 1.448 3.346 -0.913 3.204 0.919 BOOT200-97 0.1017 1.218 4.15 11.212 2.683 3.034 0.379 0.558 11.176 2.491 49.22 9037 4.285 10.827 2.362 70.73 11124 4.360 4.200 4.770 -0.905 3.215 0.921 1000T125'� 0 0451{ ` �0 583 9 92{ 6 630 1 305 3431 0`047 0 290 i8E433 0 89x1 17'82 5 833; z? F,. M 03820 973 0'3833'464 0 988: 10007,12 �' '.0 0566 x� 0 707 c 2 41 8 333 1634 3 A34fi 0 059 0 288 X789 8 213 1443 28 5 8;1561 5 322 ^ #B 5118 1 155 '3458' X1561 5185 0 755 1 212 Ei 380 F3t467 � 0'988` 1f000F125 68� 0 0713 0 890 x 3 031 D 522 f 053 3 438 0 073 0 286k 10 522 x 998 39 48 3128 5 t 66 416 1:{897 56 80 3128 5 259 1 508€1 514 0 37{7 &4I0 U 988; 1000f12597 010171'1269 r2 X43215f077;2912` 3447 0100x0280E 15077:2912 65774-° 51178., a10 X15 077E 2 912 187 18_ 5 1178 q 3Z5 f1371 478_4 989 _._.. I000T150-43' 0.0451 0.586 1.99 7.207 1.419 3.507 0.080 0.370 _. _ _. _..._037 6.793 0.901 17.80 789 5.974 _9119 .-2121, _ •3 . 0.397 1.610 -0.518 3.565 0.979 1000TI50-54 0.0566 0.735 2.50 9.061 1.777 3.511 0.100 0.368 8.703 1.451 28.68 1561 5.467 8.575 1.168 34.96, 1561 5.926 0.785 2.011 -0.515 3.567 0.979 1000TI50-68 0.0713 0.926 3.15 11.445 2.233 3.516 0.124 0.366 11.303 2.081 41.12 3128 .5.240 11.048 1.908 57.13 3128 5.404 1.569 2.519 -0.511 3.572 0.980 1000T150.97 0.1017 1.320 4.49 16.413 3.170 3.526 0.171 0.360 16.413 3.170 62.64 9037 5.178 16.413 3.075 92.08 9119 5.228 4.550 3.551. 0.504 3.580 0.980 x1000T200143'� 0 Og51 0 631 � 215 � 8 361:: ,16464 3 640x'0 183 x 0539 7442 0 911 �, FB'01, s789 � 6 244 ,� '�' "� >� x� �` ��'� ri, � � � O'A283 535d-0 819r�3 737U ;, 0 53 t 0007200-54 0 05fi6., xT 0 792 69 HiQ 51;6 �2 062. 3 :645' 0 228 0 537y 9-57� 1 456 " 28 77'�1561,�5`749 9 402 1 1.81 35 36 "x`1561 �fi 197;; 0 845 ��4 426 a -0 816 3 7I3�'0 953=` S �G 1000T20068tQ 0713 _2 d i f �Y 10 997 3 39 t3 292f 2 594a 3 651 0 284 0 534 Y [ 12 47,7j2 209 43 65 3128 5 395 - k {v^ r•Fa: 12176a 1 912 5126 3128,5 6$B 'b 4'�v', '� E S C u 1. fi90 5 564x-0 81.2 3 7178 X10 954<% 1�000T200;97�,, x010.1}� 1'422r .4.:84 � 19 08.7;3'686. 3:664 0`391:„0'528 ,19:021 + 3 450�E68�18�;9037^- 5 292 .1`8'480 3294 ''98 6ti"� 91a19�,n5'370� 4 901,._9 899, -0:8µO4 33788,,..;0.955;: 1200T125.54' 0.0566 0.820 2.79 13.335 2.186 4.033 0.060 0.271 13.267 1.662 32.85 1299 6.748 13.117, 1.362 40.79 1299 7.246 0.876 1.820' -0.337 4.056 0.993 1200T125.68 0.0713 1.033 3.51 16.826 2.747 4.036 0.074 0.268 16.826 2.682 52.99 2602 6.169 16.801 2.176 65.15 2602 6.678 1.750 2.271 -0.334 4.059 0.993 1200TI25.97 0.1017 1.472 5.01 24.078. 3.897 4.044 0.102 0.263 24.078 3.891 88.03 7579 6.178 24.078 3.897 116.69 7579 6.178 5.076 3.173 -0.328 4.066 0.994 .: n ' 12007150 54 0 0566 x.:. 0848 2 89 Af378 2 357 41 t 7 0 103 0 348 ._ 13 993 1 685 33530' 1299 6 8881 ... :13x796 1 382 41 3T 1299 7386'."01906:7t3 032 fi 0 459x 4157 0 988` ,1200T15p 68 0713 K s1 066 F3�64��18 148x%2y963: 4 121 O 127 D 345 17939 783, 5�4,°99 :6 244 .xa 3pi 175140F�2 207 09r�260�2 �6 816 .r+r`m ,.45E 1t 810 31793 -0456�k4 t61� OF986 �0 �1200T150 97 Q X017 , ;1F523 , 4 5118 `25 987:` 4 206 4+130 0 1760 340 �2 X2602 °25'987 4 206' 83 12„_57579 t 78 X66 425 987 4 095 122 59 75796.229 L2 --'5 332 '-09-,"x1690=988'8 120OT200-541 0.0566 0.905 3.08 16.464 2.699, 4.265 0.236 0.510 15.279 1.710 33.79 1299 7.169 15.011 1.406 42.08 1299 7.662 0.966 6.706 -0.736 4.358 0.971 12DOT200-68 0.0713 1.140 3.88 20.791 3.395 4.271 0.294 0.508 19.699 2.797 55.27 2602 6.535 19.395 2.240 67.06 2602 7.098 1.931 8.419 -0.732 4.363 0.972 120OT200-97 0.1017 1.625 5.53 29.805 4.824 4.283 0.410 0.502 29.700 4.546 89.84 7579 6.296 28.926 4.361 130.58 7579 6.378 5.602 11.921 -0.725 4.373 0.973 Web -height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. \� 11 SSMX Interior Non -Structural Non -Composite f: Flexural stress controls allowable wall height See Interior Nonstructural Non -Composite Table Notes on page 14 15 SSMA p71 1111-1114 5` SStudyMemberra;,ino" L/1,207pwtJ24,0 U360.,;�,L%1!20; ,.,,:,U24,D�.�;,�"+:360 X120-; L/2,40� a„�U36:0 40OS125-18 1215' 1” 13' 2" 15' 2" f 13-2" 11'6" 13'2"f 12'0" 10'6" 4005125-18 16 16' 2" f 13 9" 12' 0" 13' 2"f 12'0" 10'6" 11' 5"f 10' 11" 9-6- 400S12518 24 132 f 12:0.106 109 f 106 92 94 f 94 f 84 400$"125 27 "rg 12 X 22 4 X17 19 6 X1`5 5u 13 6MO. '17 F MA4�0 12 3k" 400Sj1252A21 A16(;,203 x161140.�178f140',12.3F,"153f�129 12�R 400512527'._,24 17 8 0 x X12 3 Fw14,5.::f,�,12 3: _.1N0 8_ µ _ 126 f'�112 99 40OS125-30 12 23' 1' 18'4' 16' 0" 20' 2" 16' 0" 14' 0° 18' 4° 14' 7° 12' 8° 400S125-30 16 21'0" 16'8" 14' 7" 18' 4" 14' 7" 12' 8" 16' 3" f 13' 3" 11 6" 4005125-30 24 18'4' 14'7' 12'8" 15'4"f 12' 8" 11' 1" 13' 3" f 11' 6" 10' 1" 400$125 33 M -M 2 r 23 11 X18 11 16 7 ? 20 16 7 }4 b a18 X11 1.50 ' � 40(jS125,33 16x r21 8 r " 17 3 15 0 l„ i 18 ,11 15 0. 13 2 � , _q ;1x7 3 � Y3r8 X 11 �1R, 400S;1_2533 24 ._x...18 f 11; x15 0 1.3,"2._.�.A6:5f „15' 400S125-43 12 26-0- 20' 8° 18' 0" 22' 9" 18' 0' 9" 20' 8" 16' 5" 14'4' 400S125-43 16 23' 8" 18'9" 16'5" 20' 8" 16' 5" 14:4 18' 9" 14' 11° 13-0- 400S125-43 24 20 8 16'5" 14 4 1810.14 4 12'6" 16 51. 13 0 11-4" 400S125'-54(50fiksi)�� 12�s16K h 0 V22 Yx" 1*7 6 x:15#'4 -r 4005125 54 (501ksi) 16 �'v= 25 4� 20 1, 17 6 #y f:F6 X22 X17 6 4� wh,9 �- 20 1 r 151113e1r1 40 51`•2, 5_54 (50 ksi) . e 24� _ 0. 22 °1 _ X17 e sr` 15 4 ;a .1 X15 9 tf et5 4xf3 4 , 17,`6 X113 1�1 a,.12 2r_ 4005125-68 (50 ksi) 12 29' 10° 23' 8" 20' 8" 26' 0" 2018 1811. 23' 8° 18-9- 16' 5" 4005125-68 (50 ksi) 16 27' 1" 21' 6" 18' 9" 23' 8" 18' 9" 16' 5" 21' 6" 17' 1" 14' 11" 4005125-68 50 ksi 24 23' 8" 18'9" 16' 5" 20' 8" 16' 5" 14'4 18'9" 14' 11" 13' 0" 31'0"f 24' 8" 21' 6" 25' 4" f 21'6" 18'9" 21' 11" f 19-6- 17 1° 6005125-27 12 600S125-27 16 26' 10'f 22' 4" 19' 6" 21'11"f 19'6" 17' 1" 19' 0" f 17' 9" 15' 6" 60OS125-27 24 21' 11" f 19'6" 17' 1" 17' 11" f 17' 1" 14'11" 15'6"f 13' 6" 600S12530 iFx12 r32`ON: 25 5 222271Q f "22 2' 1d9r5, �`24,1"f ..15'6"f 20 2 1>77 600S12530 16y X29 X23 1 X20 P 4. i24 1f 20 2 X17;7 k X20 10 fa1:8�4Ml1�0 t k X 0 6003125-33 12 33' 11° 26' 3" X22' 11" ' 28' 11" 22' 11" 20' 1" 26-3- 20' 10" 18-3- 8'3"6005125-33 600S 1 25-3316 30' 1" 23' 11" 20-10- 26-3" 20' 10" 18' 3" 23' 2" f 18' 11° 16' 6° 6005125-33 24 26' 3° 20' 10" 18' 3" 21' 10"f 18' 3" 15' 11" 18' 11" f 16' 6" 14' 5" 600511`5.43 12 36 1 X28 8 25 0 ° 31 7.� 25:0 21'10 x;28 8� 229�� X1.9t�D 600S12543r X16'` 600S125 43 22!9 4. 22� X28 8 2219 z 1900,,! 1 �17 26 0- X208", "�8 0 „ .„24” X28 8 _"A:: 9 „ „ 19 10 ._' 25 0 1.910:f 4 x_. 224=2 600S125-54(50 ksi) 12 38' 8" 30'9" 26' 10" 33' 10" 26' 10" 23' 5" 30' 9" 24' 4" 21' 3" 6005125-54 (50 ksi) 16 35' 2° 27' 11" 24' 4" 30' 9" 24' 4" 21'3" 27' 11" 22' 2" 19' 4" 6005125-54 (50 ksi) 24' 30' 9' 24-4" 21'3" 26' 10" 21-3" 7" 24' 4" 19' 4" 16' 11° 600S125 68(SOdksi)112 41 °632 11 '"28 :9 z18' uy X36 .3rX32Y16 222 10 600S�125�68 (SOFksi) 16 37 8;29 1126�r2 y 32 }1: rs 26 2 22 }0 29 1q 23 9 20 9 6005,125 68; 50)ksi,:'_ 80OS12543 12 45'11' 36' 5" 31' 10" 40' 1" 31'10" 27'9" 36' 5" 28' 11" 25' 3" 800S125-43 16 41' 8" 33' 1" 28' 11" 36-5- 28' 11" 25-3" 33-1" 26-3- 22' 11" 8005125-43 24 36' 5° 28' 11" 25' 3" 31'10" 25'3" 22' 0" 28' 0" f 22' 11" 20' 0" 800S125 54(50#ksr)kh 12 „ 49 3 39 1 34 :1 p X43 0 X34 } 29;�1D ' s°:39 131 0 1 800S1.25 54 (50rksi) 16 �. sx? 44 9' X35 6 31 0 39 1� 31 O x 27 I " E27 ME 628=2r4 247 SO0S12554 (SOksi)?.; 24,;; 39_1 310 271 34 k1 238 + 216 8005125-68 (50 ksi) 12 52' 10" 41' 11° 36-8- ,, _27,I: 46-2- 36-8- 32-0" _ _3Y_0 X47 41-11- 33-3- 29-1- 80OS125-68 (50 ksi) 16' 48' 0" 38' 1" 33' 3" 41' 11" 33' 3" 29'1" 38' 1" 30' 3" 26' 5° 80OS125-68 50 ksi 24 • 41' 11" 33'3" 29' 1" 36' 8" 29'1" 25'5" 33' 3" 26' 5" 23' 1" f: Flexural stress controls allowable wall height See Interior Nonstructural Non -Composite Table Notes on page 14 15 SSMA SSMA July 10, 2008 SSMA Framing Member Compliance with the 2006 International Codes To Whom It May Concern: The Steel Stud Manufacturers Association (SSMA) is an association of businesses that manufacture cold -formed steel framing (CFSF) members; primarily for building construction. SSMA maintains an International Code Council Evaluation Service (ICC ES) Legacy Report, number 4943P, which is currently posted on both the SSMA and ICC ES websites. The current report is valid for earlier versions of the code, but has not been updated for the 2006 International Codes. SSMA is in the process of updating our report to a full Evaluation Service Report. We have developed span and load tables for members, calculated section properties, and are working with ICC ES on our submittal. However, the report is not complete, and will likely not be issued until the latter part of 2008. In the interim, the SSMA is pleased to announce that based on section 2210 of the 2006 International Building Code (IBC), the referenced documents include standard, C-shaped, steel framing members as code approved products. Because SSMA members manufacture C-shaped stud and track products, and these products are compliant with the requirements of the American Iron and Steel Institute (AISI) referenced standards, additional evaluation of the product is not needed, and SSMA products manufactured within the currently established and audited SSMA Quality Control procedure meet the requirements of the 2006 code. An outside Evaluation Service Report is, therefore, no longer needed. Since some in the building construction community are still asking for Evaluation Service Reports, SSMA will continue to maintain our report and press for an update as soon as possible. Concurrently, the SSMA is working on an industry -wide product certification program, to help ensure code compliance for all manufacturers of steel framing products. Thank you for your interest in steel framing for construction, and in SSMA products in particular. For additional technical data and information, visit the SSMA online Technical Library for our current report, our City of Los Angeles Research Report, SSMA Technical Notes, and free, downloadable steel framing details in both AutoCAD and Adobe Acrobat format. Sincerely, CTURERS ASSOCIATION Von Allen, P.E. Technical Director Headquarters Office Technical Services Office 800 Roosevelt Rd. • Bldg. C • Suite 312. Glen Ellyn, IL 60137 1201 15m Street: NW o Suite 320 a Washington, D.C. 20005-2842 (630)-942-6502 • Fax: (630) 790-3095 (202; 785-2022 • Fax: (202) 785-3856 info@ssma.com ssma@sleelframing,org vnrlw.ssma.com PDP Series Fasteners - Tension and Shear Loads in Normal Weight Co... littp'.//www.simpsonanchors.com/catalog/pat/fasteners/loads_pdp.htrW vwwv.simpsonanchors.com _..... ............ .................................................... _.......... ........ _.............. _._._.................. ........_................... ._.......... .--.......__......._........ PDP Series Fasteners Tension and Shear Loads in Normal Weight Concrete 1. The fasteners shall not be driven until the concrete has reached the designated compressive strength. Minimum concrete tK,:: r,ess is three times the fastener embedment into the concrete.. 2. Tl,:ci �:':,xvable tension and shear values are for the fastener only. Wood or steel members connected must be investigated in ac:;<_,:.!::,:nce with accepted design criteria. !r PDP& PDP fill, �ilm{ PDP -125 d 1>�s [ 1} � dU ovr�bl S edr L,O Q a l �IiO el t)i melei•..Penetisfi iii Ps n� €nN Edge�Ql�tantye iitc�ie`s paC�r�g�� imattM �cc�2Q4��si'�,����: EFt �l�fc`�>� -��. OQ`�' t` r';" � ,�.t' > y,.r �s "'�, `..��� z4�.iRgl c�ZO.QQIps�,i{ �QflQ�psi JRey z4QilOpsi �:��,.:�,: �,����°�,��� i_.._. _.. _.._......_._...._...._....__._..__ _.��:�'��• �����I��Eon�rEte�s;� n�Cnttcr�f��� <B�et��Camcret�;,��G6Nnete�,r �G'!'flasr�te�� POP 0.,1-1 5 1 nt, 3 4 45 100 150 120 165...205 PDPWL-250 s 0.145 1*,4 34 PDP -300 14D .255 310 265 255 i 265 }5. QQ 0:6 : 1.13 i1.6b 18 1.13 P1)P-S5 0.145 1 Q 4 60 196 i '3;7` 25. 075 (1 OD). Q,27 j 0.87' 1. The fasteners shall not be driven until the concrete has reached the designated compressive strength. Minimum concrete tK,:: r,ess is three times the fastener embedment into the concrete.. 2. Tl,:ci �:':,xvable tension and shear values are for the fastener only. Wood or steel members connected must be investigated in ac:;<_,:.!::,:nce with accepted design criteria. !r PDP& PDP -SS click on the links above for more information on these fasteners PDP -125 PDPW-125 PDPWL-125 s PDPW PDPW-150 click on the for more information on these fasteners PDPW-175 PDPWL-175 _w I i_.._. _.. _.._......_._...._...._....__._..__ ................................._........... _-_............... I........ PDP -200 PDPW-200 i PDPWL-200 PDP -225 PDPW-225 PDPWL ,'. ',P) L - S S click on the .: ; ove for more information on these fasteners The table applies to the following Simpson Strong -Tie fasteners where minimum penetration exists: PDP* PDPW* PDPWL* PDP -125 PDPW-125 PDPWL-125 s PDP -150 PDPW-150 PDPWL-150 PDP -175 PDPW-175 PDPWL-175 _w I i_.._. _.. _.._......_._...._...._....__._..__ ................................._........... _-_............... I........ PDP -200 PDPW-200 i PDPWL-200 PDP -225 PDPW-225 PDPWL-225 PDP -250 PDPW-250 PDPWL-250 s PDP -300 ':. PDPW-300 PDPWL-300 PDPWL-400 *Including stainless steel models. F © 2010 Simpson Strang -Tie® 11/14/2010 5:19 PM PDP Series FasteTension and Shear Loads in Steel Simpson St.:. hitp': wWw.simpsonanchors.com/catEilog/pat/fasteners/loads_pdpsteel... www.simpsonanchors.com RON. Mos.0-- I - - -- - - --- ------------ --------- . . ........ . .... ....... . ......... - ---------------------------- - - PDP and PDPH Series Fasteners Tens'.,- -i and Shear Loads in Steel PDP Serifs Fasteners - Tension and Shear Loads in Steel Min'111TIVM21''Affili PDP J. V Wht 11 q V. towalu'll cove for more information on these fasteners f".. S V I% M M![ I'll ✓ . . . . . . . . . . . . ........ PDP 145 2 3 335 790: 177, j:. 3.71 L4 FOW 145 4 2'10' PAT See notes 'ow. PDPH!" ` s Fasteners -Tension and Shear Loads in Steel .10 RON, T"M WR Min'111TIVM21''Affili PDP CIO M PQPH 11 q click on the cove for more information on these fasteners f".. S V I% M M![ I'll ✓ . . . . . . . . . . . . ........ 335 790: 177, j:. 870;: ... .... .. . PAT 1. .-,.ntire pointed portion of the fastener must penetrate through the steel to C 'hr: ::-it,ulated values. See Detail A 2. tension and shear values are for the fastener to steel only. in-'mibers most be investigated separately in accordance with i::es-:gn criteria. 3. C. w:. co:iform to ASTM A36 specifications, with Fy = 36,000 psi, SK MO: - .,,,,GAS ACTMED FASTENER STUL THICKNESS WINE FASTSMA KIUI-vr Detail A THE STEEL The table applies to the following Simpson Strong -Tie fasteners.where minimum penetration exists: click on, • .'Or !nore information on these fasteners PDP SK MO: - .,,,,GAS ACTMED FASTENER STUL THICKNESS WINE FASTSMA KIUI-vr Detail A THE STEEL The table applies to the following Simpson Strong -Tie fasteners.where minimum penetration exists: click on, • .'Or !nore information on these fasteners PQPH click on the cove for more information on these fasteners I oft 11/14/2010 5:23 PM. �--� ICCEVALUATION SERVICE Most Widely Accepted and Trusted . ICC -ES Evaluation Report ESR -2713 Reissued September 1, 2010 This report is subject to re-examination in one year. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION:03-00-00=CONCRETE----------- "-- Section: 0316 00—Concrete Anchors REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.simpsonanchors.com EVALUATION SUBJECT: TITEN HD® SCREW ANCHOR AND TITEN HD® ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 International Building Code® (2009 IBC) ■ 2009 International Residential Code® (2009 IRC) ■ 2006 International Building Code (2006 IBC) ■ 2006 Intemational Residential Code® (2006 IRC) ■ 2003 International Building Code® (2003 IBC) ■ 2003 International Residential Code (2003 IRC) Property evaluated: Structural 2.0 USES -` -- -The-Simpson Strong -Tie Titen-ND -Screw Anchors and -- -. Rod Hangers are alternatives to anchors described in Sections 1911 and 1912 of the 2009 and 2006 IBC and Sections 1912 and 1913 of the 2003 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. The Simpson Strong -Tie Titen HD® Screw Anchor is used to resist static, wind and seismic tension and shear loads in cracked and uncracked normal -weight concrete and structural sand -lightweight concrete members having a specified compressive strength, fc, from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked structural sand -lightweight or normal -weight concrete over profile steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). The Simpson Strong -Tie Titen HD® Rod Hanger is used to resist static, wind and seismic tension loads in cracked and uncracked normal -weight concrete and structural sand -lightweight concrete members having a specified compressive strength, f', from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked structural sand -lightweight or normal -weight concrete over profile steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa). 3.0 DESCRIPTION 3.1 Titen HD® Screw Anchor: The Titen HD® Screw Anchor is a carbon steel threaded anchor with a hex -washer head. The screw anchor is manufactured from heat-treated steel complying with SAE J403 Grade 10621, and has an electrodeposited coating of zinc, minimum thickness 0.0002 inch (5 pm) in accordance with ASTM B 633, SC1, Type III. Titen HD® Screw Anchors are available with nominally 3/8-, 1/2-, and 3/4 -inch (9.5, 12.7, and 19.1 mm) shank diameters, and various lengths in each diameter. Figure 1A illustrates a typical Titen HD® Screw Anchor. 3.2 Titen HD® Rod Hanger: The Titen HD® Rod Hanger is a carbon steel threaded anchor with an oversized hex -washer head that is internally threaded. The rod hanger is manufactured from heat-treated steel complying with SAE J403 Grade 10621, and has an electrodeposited coating of zinc, minimum thickness 0.0002 inch (5 Nm), in accordance with ASTM 13633, SC1, Type III. The Titen HD® Rod Hanger is available with a nominally 3/8 -inch (9.5 mm) shank diameter and either 3/8 -inch- or '/2 -inch -diameter (9.5 mm or 12.7 mm) internal threads. Figure 1 B illustrates the Titen HD® Rod Hanger. 3.3 Concrete: Normal -weight and structural sand -lightweight concrete must comply with Sections 1903 and 1905 of the IBC. 3.4 Profile Steel Deck: The profile steel deck must comply with the configuration in Figures 3 and 4 and have a minimum base steel thickness of 0.034 inch (0.864 mm). Steel deck must comply with ASTM A 653/A 653M SS Grade 40, and have a minimum yield strength of 40 ksi (276 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2009 and 2003 IBC, as well as Section R301.1.3 of the 2009 and 2003 IRC, must be determined in accordance with ACI 318-08 Appendix D and this report. ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed MM as an endorsement of the subject of the report or a recommendation jar its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2010 Page 1 of 9 ESR -2713 I Most Widely Accepted and Trusted Page 2 of 9 Design strength of anchors complying with the 2006 IBC and 2006 IRC must be in accordance with ACI 318-05 Appendix D and this report. Design parameters provided in Table 1-4 and in Figures 2-4 of this report are based on the 2009 IBC (ACI 318-08) unless noted otherwise in Section 4.1.1 through 4.1.12 of this report. The strength design of anchors must comply with ACI 318 D.4.1, except as required in ACI 318 D.3.3. Strength reduction factors, 0, as given in ACI 318 D.4.4, and noted in Tables 2 and 3 of this report, must be used for load combinations calculated in accordance with Section 1605.2.1 of the IBC and Section 9.2 of ACI 318. Strength reduction factors, 0, as given in ACI 318 D.4.5 must be used for load combinations calculated in accordance with ACI 318 Appendix C. The value of f'c used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318 D.3.5. 4.1.2 Requirements for Static Steel Strength in Tension: The nominal steel strength of a single screw anchor in tension, Nsa, calculated in accordance with ACI 318 D.5.1.2, is given in Table 2 of this report. The strength reduction factor,0, corresponding to a brittle steel element must be used for all anchors, as given in Table 2. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength of a single screw anchor or a group of screw anchors in tension, Nb or Ncbg, must be calculated in accordance with ACI 318 D.5.2, with modifications as described in this section. The basic concrete breakout strength of a single screw anchor in tension in cracked concrete, Nb, must be calculated in accordance with ACI 318 D.5.2.2 using the values of her and kc, as given in Table 2 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318 D.5.2.6 must be calculated with the value of k„ncr as given in Table 2 of this report and with 4%,N = 1.0. Determination of concrete breakout strength in accordance with ACI 318 D.5.2 is not required for anchors installed in the lower flute or upper flute of the soffit of profile steel deck floor and roof assemblies with structural sand -lightweight or normal -weight concrete fill as shown in Figure 3 or Figure 4, respectively. 4.1.4 Requirements for Static Pullout Strength in Tension: The nominal pullout strength of a single screw anchor or a group of screw anchors in tension in accordance with ACI 318 D.5.3.1 and D.5.3.2 in cracked and uncracked concrete, Np,u and Np,uncr, respectively, is given in Table 2 of this report and must be used in lieu of %. In regions of a concrete member where analysis indicates no cracking at service level loads in accordance with ACI 318 D.5.3.6, the nominal pullout strength in uncracked concrete, Np,uncr, applies. Where values for Np,cr or Nguncr are not provided in Table 2, the pullout strength does not need to be considered in design. The nominal pullout strength in cracked concrete for anchors installed in the lower flute or upper flute of the soffit of structural sand -lightweight or normal -weight concrete filled profile steel deck floor and roof assemblies as shown in Figures 3 and 4, Np,deck,cr, is given in Table 4. Np,deck,cr must be used in lieu of Np,cr. In regions of a concrete member where analysis indicates no cracking in accordance with ACI 318 D.5.3.6, the nominal pullout strength in uncracked concrete Np,deck,uncrapplies in lieu of Np,uncr- The value of tPc,p equals 1.0 for all design cases. 4.1.5 Requirements for Static Steel Strength in Shear: The nominal steel strength in shear, Vsa, of a single screw anchor in accordance with ACI 318 D.6.1.2, is given in Table 3 of this report and may not be derived by calculation from ACI 318 Eq. D-20. The strength reduction factor,0, corresponding to a brittle steel element must be used for all anchors, as described in Table 3. The nominal shear strength, Vsr,deck, of a single screw anchor installed in the lower flute or upper flute of the soffit of structural sand -lightweight or normal -weight concrete filled profile steel deck floor and roof assemblies, as shown in Figures 3 and 4, is given in Table 4. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear of a single screw anchor or group of screw anchors, Vb or Vcbg, respectively, must be calculated in accordance with ACI 318 D.6.2, with modifications as described in this section. The basic concrete breakout strength in shear of a single screw anchor in cracked concrete, Vb, must be calculated in accordance with ACI 318 D.6.2.2 using the values of le and de as given in Table 3 of this report. The modification factors in ACI 318 D.6.2.4, D.6.2.5, D.6.2.6 and D.6.2.7 must be applied to the basic breakout strength in shear, Vb, as applicable. Calculation of the concrete breakout strength in accordance with ACI 318 D.6.2 is not required for screw anchors installed in the lower flute or upper flute of the soffit of structural sand -lightweight or normal -weight concrete filled profile steel deck floor and roof assemblies, as shown in Figures 3 and 4. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear: The nominal concrete pryout strength for a single screw anchor or group of screw anchors, Vcp or Vcpg, respectively, must be calculated in accordance with ACI 318 D.6.3, using the coefficient for pryout strength, kcp, described in Table 3 of this report and the value of nominal breakout strength in tension of a single screw anchor or group screw anchors, Ncb or Ncbg, as calculated in Section 4.1.3 of this report. For anchors installed in the lower flute or upper flute of the soffit of structural sand -lightweight or normal -weight concrete filled profile steel deck floor and roof assemblies, as shown in Figure 3 or Figure 4, respectively, calculation of the concrete pryout strength in accordance with ACI 318 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: When the screw anchor design includes seismic loads, the additional requirements of ACI 318 D.3.3 must apply, as modified by Section 1908.1.9 of the 2009 IBC, Section 1908.1.16 of the 2006 IBC, or the following: CODE ACI 318 D.3.3 SEISMIC CODE EQUIVALENT REGION DESIGNATION 2003 IBC & Moderate or high Seismic Design 2003 IRC seismic risk Categories C, D, E and F Except for use in Seismic Design Category A or B of the IBC, design strengths must be determined presuming the concrete is cracked unless it can be demonstrated that the concrete remains uncracked. The nominal steel strength and nominal concrete breakout strength of anchors in tension, and the nominal concrete breakout strength and pryout strength of anchors in shear, must be calculated according to ACI 318 Sections D.5 and D.6, respectively, taking into account the corresponding values in Tables 1-4. ESR -2713 I Most Widely Accepted and Trusted Page 3 of 9 The screw anchors comply with ACI 318 Section DA as brittle steel elements and must be designed in accordance with ACI 318-08 D.3.3.5 or D.3.3.6 or ACI 318-05 D.3.3.5, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and concrete breakout strength in tension must be determined in accordance with ACI 318 D.5.1 and D.5.2, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318 D.5.3.2, the appropriate value for nominal pullout strength in tension for seismic loads, Np,eq or Np,deck,cr, described in Tables 2 and 4 of this report, must be used in lieu of Np. 4.1.8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be determined in accordance with ACI 318 D.6.2 and D.6.3, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318 D.6.1.2, the appropriate value for nominal steel strength in shear for seismic loads, Vaq Vsa,eq or Vst,dec*, described in Tables 3 and 4 of this report, must be used in lieu of V.. 4.1.9 Interaction of Tensile and Shear Forces: Screw anchors or groups of screw anchors that are subjected to combined axial (tensile) and shear loadings must be designed in accordance with ACI 318 D.7. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318 D.8.3, values of cm in and smin provided in Table 1 of this report must be used. In lieu of ACI 318 D.8.5, minimum member thickness, hmin, must comply with Table 1 of this report. For anchors installed in the lower flute or upper flute of the soffit of structural sand -lightweight or normal -weight concrete filled profile steel deck floor and roof assemblies, details in Figures 3 and 4 must be observed. The minimum anchor spacing along the flute must be the greater of 3hef or 1.5 times the flute width. 4.1.11 Requirements for Critical Edge Distance: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated according to ACI 318 D.5.2, must be further multiplied by the factor Wcp,N given by Eq -1: WCcp,N = C (Eq -1) Cac whereby the factor Wcp,N need not be taken less than 1.5hef. Cac For all other cases, Wcp,N = 1.0. In lieu of using ACI 318 D.8.6, values of ca,; provided in Table 1 of this report must be used. 4.1.12 Requirements for Structural Sand -lightweight Concrete: For ACI 318-08, when anchors are used in structural sand -lightweight concrete, the modification factor A for concrete breakout strength must be taken as 0.6. In addition, the pullout strength Np,uncr, Np,cr, and Np,eq must be multiplied by 0.6, as applicable. For ACI 318-05, the values Nb, Np,eq, Npuncr, Np,cr, and Vb determined in accordance with this report must be multiplied by 0.60, in lieu of ACI 318 D.3.4. For anchors installed in the lower flute or upper flute of the soffit of structural sand -lightweight concrete filled profile steel deck floor and roof assemblies, this reduction is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Sections 1605.3 of the IBC must be established using the following equations: Tallowable,ASD_ ONn— a (Eq -2) and Vallowable,ASD_ OVn' a (Eq -3) where: Tallowable,ASD = Allowable tension load, (Ibf, N) Vallowable,ASD= Allowable shear load, (Ibf, N) ONn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and either 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). OVn = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D, Section 4.1 of this report, and either 2009 IBC Section 1908.1.9 or 2006 IBC Section 1908.1.16, as applicable (Ibf or N). a = A conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over -strength. An example calculation for the derivation of allowable stress design tension values is presented in Table 5. The requirements for member thickness, edge distance and spacing, described in Table 1 of this report, must apply. 4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and shear loads must be consistent with ACI 318 D.7, as follows: If Tapplied S 0.2Tallowable,ASD, then the full allowable strength in shear, Vallowable,ASD, shall be permitted. If Vapplied < 01Vallowable,ASD, then the full allowable strength in tension, Tallowable,ASD, shall be permitted. For all other cases: Tapplied + Vapplied 51.2 (Eq -4) Tallowable,ASD Vallowable,ASD 4.3 Installation: Installation parameters are provided in Table 1 and Figures 2, 3, and 4. Anchor locations must comply with this report and the plans and s6ecifications approved by the code official. The Titen HD Screw Anchors and Rod Hangers must be installed in accordance with the manufacturer's published instructions and this report. Anchors must be installed by drilling a pilot hole into the concrete using a handheld electro -pneumatic rotary hammer drill with a carbide -tipped drill bit conforming to ANSI 6212.15-1994. The pilot hole must have the same nominal diameter as the nominal diameter of the anchor. The hole is drilled to the specified nominal embedment depth plus 1/2 inch (12.7 mm). Dust and debris in the hole must be removed by using oil -free compressed air. The Titen HD® Screw Anchors and Rod Hangers must be installed into the hole to the specified embedment depth using a socket wrench ESR -2713 I Most Widely Accepted and Trusted Page 4 of 9 or powered impact wrench. The maximum installation torque and maximum impact wrench torque rating requirements for the Titen HD® Screw Anchor and Rod Hangers are detailed in Table 1. Titen HD® Screw Anchors and Rod Hangers may be loosened and reinstalled with a socket wrench or powered impact wrench to facilitate fixture attachment or realignment. For anchors installed in the lower flute or upper flute of the soffit of structural sand -lightweight or normal -weight concrete over profile steel deck floor and roof assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more than 1/8 inch 4.4 Special Inspection: Special inspection is required in accordance with Section 1704.15 of the 2009 IBC or Section 1704.13 of the 2006 or 2003 IBC. The special inspector must make periodic inspections during anchor installation to verify anchor type, anchor dimensions, hole cleaning procedure, embedment depth, concrete type, concrete compressive strength, concrete member thickness, hole dimensions, anchor spacing, edge distance, installation torque, maximum impact wrench torque rating, and adherence to the manufacturer's published installation instructions. The special inspector must be present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Section 1705 or 1706 must be observed. 5.0 CONDITIONS OF USE The Simpson Strong -Tie Titen HD® Screw Anchors and Rod Hangers described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions and minimum embedment depths are set forth in the tables of this report. 5.3 The anchor must be installed in accordance with Section 5.1 of this report in cracked and uncracked normal -weight and structural sand -lightweight concrete having a compressive strength, f 'c, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked structural sand -lightweight or normal - weight concrete over profile steel deck having a minimum specified compressive strength, f'c, of 3,000 psi (20.7 MPa). 5.4 The value of f'c used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 Strength design values must be established in accordance with Section 4.1 of this report. 5.6 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.7 Anchor spacing(s) and edge distance(s), as well as minimum member thickness, must comply with Tables 1 and 4, and Figures 3 and 4 of this report. 5.8 Reported values for the Then HD®Rod Hanger do not consider the steel insert element which must be verified by the design professional. 5.9 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.10 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of screw anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.11 Anchors. may, be_ installed _in_- regions _of -.concrete__ where cracking has occurred or where analysis indicates cracking may occur (ft > 6), subject to the conditions of this report. 5.12 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.13 Anchors are not permitted to support fire -resistance - rated construction. Where not otherwise prohibited by the code, Titan HD® Screw Anchors and Rod Hangers are permitted for installation in fire -resistance -rated construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support gravity load-bearing structural elements are within a fire-resistance-rated'envelope for a fire -resistance -rated membrane, are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.14 Use of anchors is limited to dry, interior locations. 5.15 Special inspection must be provided in accordance with Section 4.4. 5.16 The anchors are manufactured by Simpson Strong - Tie Company, Inc., under a quality control program with inspections by CEL Consulting (AA -639.) 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated February 2010, including an optional suitability test for seismic tension and shear; profile steel deck soffit tests; mechanical properties tests; calculations; and a quality control manual. 7.0 IDENTIFICATION The Titen HD® Screw Anchor and Rod Hanger packaging is marked with the Simpson Strong -Tie Company name; product name (Titen HD®); anchor diameter and length; catalog number corresponding to Table 6 of this report; the name or logo of the inspection agency (CEL Consulting); and the evaluation report number (ESR -2713). In addition, the 0 symbol and the anchor length (in inches) are stamped on the head of each screw anchor. Y ESR -2713 I Most Widely Accepted and Trusted Page 5 of 9 TABLE 1—TITEN HD® SCREW ANCHORS AND ROD HANGERS INSTALLATION INFORMATION' For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 int = 645 mm2, 1 Ib/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 3The Titen HD® Rod Hanger version is driven directly to the supporting member surface. 4Ttnst,mex applies to installations using a calibrated torque wrench. 5For the 2006 IBC do replaces de ,For the 2003 IBC f,4 replaces fete 'Ase,N = Ase,v = Ase Nominal Anchor Diameter / Threaded Coupler Diameter (inch) Characteristic Symbol Units le , 3 3/e '/2 /2 /0 Rod Hanger Rod Hanger Installation Information Nominal Diameter de (do) 5 in. 3/8 1/2 3/4 3/e 3/8 Drill Bit Diameter d in. 3/8 1/2 3/4 3/8 3/9 Minimum Baseplate Clearance do in. 1/2 5/6 7 /8 N/A' N/A3 Hole Diameterz _Maximum Installation TOrgUe° '—TInsY,max— —ft-Ibf— --- --50------ 65------ -- --150- - ---- -----50-------50— Maximum Impact Wrench Ttmpectmar ft-Ibf 150 385 385 150 150 Torque Rating Minimum Hole Depth hhoe in. 3 33/4 33/4 4'/2 6 63/4 3 31/4 Embedment Depth hoom in. 2'/2 31/4 31/4 4 5'/2 04 2'/2 21/2 Effective Embedment Depth het in. 1.77 2.40 2.35 2.99 4.22 4.86 1.77 1.77 Critical Edge Distance cec in. 211/,e 35/e 38/,8 41/2 63/8 75/,8 2"/1e 211/,e Minimum Edge Distance cmm in. 13/4 Minimum Spacing sm/n in. 3 Minimum Concrete hmin in. 33/4 5 5 61/4 83/4 10 33/4 33/4 Thickness Anchor Data Yield Strength fre psi 97,000 Tensile Strength fetes psi 110,000 Minimum Tensile Shear Stress Areaa A, int 0.099 0.183 0.414 0.099 0.099 Axial Stiffness in Service Load Range - /3 ec, Ib/in. 715,000 Uncracked Concrete Axial Stiffness in Service Load Range - Qu Ib/in. 345,000 Cracked Concrete For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 int = 645 mm2, 1 Ib/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The clearance must comply with applicable code requirements for the connected element. 3The Titen HD® Rod Hanger version is driven directly to the supporting member surface. 4Ttnst,mex applies to installations using a calibrated torque wrench. 5For the 2006 IBC do replaces de ,For the 2003 IBC f,4 replaces fete 'Ase,N = Ase,v = Ase ESR -2713 I Most Widely Accepted and Trusted Page 6 of 9 TABLE 2—TITEN HD® SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 int = 645 mm2, 1 Ib/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 0§, applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(b). 'The tabulated values of Qto applies when both the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of .6 must be determined in accordance with ACI 318 D.4.5(c) for Condition B. 4 A described in this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 5The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by (f'd2.500)0.s eThe tabulated values of ¢y or Qeq applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c) for Condition B. 'For the 2003 IBC, w3 replaces (PN 8 For the 2003 IBC, N, replaces Nie Nominal Anchor Diameter/ Threaded Coupler Diameter (inch) Characteristic Symbol Units 3 , 3 'le 'l2 l8 /2 I /4 TRod Hanger Rod Hanger Anchor Category 1, 2 or 3 - 1 Embedment Depth hem in. 2'/2 1 3'/4 1 3'/4 1 4 51/2 1 61/4 2'/2 2'/2 Steel Strength in Tension (ACI 318 Section D.5.1) Tension Resistance of N3ee Ibf 10,890 20,130 45,540 10,890 10,890 Steel Strength Reduction Factor - ____ _SteeLFailure� 038_ _ 0.65 Concrete Breakout Strength in Tension (ACI 318 Section D.5.2) Effective Embedment het in. 1.77 2.40 2.35 2.99 4.22 4.86 1.77 1.77 Depth Critical Edge Distance cec in. 211/1s 35/e 39/,s 02 63/8 75/1s 2"/1s 211/18 Effectiveness Factor - kunu 24 Uncracked Concrete Effectiveness Factor - ku - 17 Cracked Concrete Modification factor (PC.N' 1.0 Strength Reduction Factor Concrete Breakout Failure' Ab 0.65 Pullout Strength in Tension (ACI 318 Section D.5.3) Pullout Resistance Uncracked Concrete Np,uMr Ibf 2,7005 N/A4 N/A4 N/A4 N/A4 N/A' 2,0255 2,0255 (f,=2,500 psi) Pullout Resistance Cracked Concrete Np,V Ibf 1,2355 2,7005 N/A' N/A4 6,0705 7,1955 1,2355 1,2355 (f,=2,500 psi) Strength Reduction Factor- Pullout Failures op 0.65 Tension Strength for Seismic Applications (ACI 318 Section D.3.3.3) Nominal Pullout Strength for Seismic Loads Np,eQ Ibf 1,2355 2,7005 NW N/A' 6,0705 7,1955 1,2355 1,2355 (fc=2,500 psi) Strength Reduction Factor for 0- 0.65 Pullout Failures For SI: 1 inch = 25.4 mm, 1 ft-Ibf = 1.356 N -m, 1 psi = 6.89 Pa, 1 int = 645 mm2, 1 Ib/in = 0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 0§, applies when the load combinations of Section 1605.2.1 of the IBC, or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(b). 'The tabulated values of Qto applies when both the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of .6 must be determined in accordance with ACI 318 D.4.5(c) for Condition B. 4 A described in this report, N/A denotes that pullout resistance does not govern and does not need to be considered. 5The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by (f'd2.500)0.s eThe tabulated values of ¢y or Qeq applies when both the load combinations of ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c) for Condition B. 'For the 2003 IBC, w3 replaces (PN 8 For the 2003 IBC, N, replaces Nie ESR -2713 I Most Widely Accepted and Trusted Page 7 of 9 TABLE 3—TITEN HD® SCREW ANCHOR CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' Nominal Anchor Diameter (inch) Characteristic Symbol Units , , , /s /2 /4 Anchor Category 1, 2 or 3 - 1 Embedment Depth h,,,,,, in. 2'/2 3'/4 3'/4 4 5'/2 6'/4 Steel Strength in Shear (ACI Section D.6.1) Shear Resistance of Steel Vse5 Ibf 4,460 7,455 16,840 Strength Reduction Factor - Steel Failure2e 0.60 Concrete Breakout Strength in Shear (ACI 318 Section D.6.2) Nominal Diameter de (do) in. 0.375 0.500 0.750 Load Bearing Length 5 IB in. 1.77 2.40 2.35 2.99 4.22 4.86 of Anchor in Shear Strength Reduction Factor - Concrete Breakout Failure' 00 0.70 Concrete Pryout Strength in Shear (ACI 318 Section D.6.3) Coefficient for k�P 1.0 2.0 Pryout Strength Strength Reduction Factor - Concrete Pryout Failure O`P 0.70 Shear Strength for Seismic Applications (ACI 318 Section D.3.3.3) Shear Resistance of Single Anchor for Seismic Loads V,a,aq Ibf 2,855 4,790 9,350 (rte 2,500 psi) Strength Reduction Factor - Steel Failure 06q 0.60 For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318 Appendix D. 2The tabulated value of 0. and O�q applies when the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(b). 'The tabulated values of ¢cb and tea applies when both the load combinations of Section 1605.2.1 of the IBC or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of ACI 318 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318 D.4.5(c) for Condition B. the notation in parenthesis is for the 2006 IBC. 5For the 2003 IBC, Vs replaces Vse. 5For the 2003 IBC, / replaces /a. V7 -j ESR -2713 I Most Widely Accepted and Trusted Page 8 of 9 TABLE 4-TITEN HD® SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION AND SHEAR DESIGN VALUES FOR THE SOFFIT OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES"" Characteristic Symbol Units Nominal Anchor Diameter / Threaded Coupler Diameter (inch) Lower Flute Upper Flute /a /2 '/8 Rod Hanger '/2 Rod Hanger 3 /e , /2 Minimum Hole Depth hhcaa in. 2 3 2'/2 4 3 31/4 2 21/2 Embedment Depth h- in. 1% 2'/2 2 31/2 21/2 2'/2 11/8 2 Effective Embedment Depth hof in. 1.23 1.77 1.29 2.56 1.77 1.77 1.23 1.29 Pullout Resistance. Cracked Concrete'- _ NP,dacku -Ibf - -580- -1335- -905 2040 -1145- ---1145-- --- -765--- - - -1700-- Pullout Resistance jUncracked Concrete Np,dacku8p Ibf 825 1905 1295 2910 1430 1430 1095 2430 Steel StrengFh_in__S_h_e_a'rr_1 VWdack Ibf 2240 2395 2435 4430 N/A N/A 4180 7145 For SI: 1 inch = 25.4mm, 1 Ibf = 4.45N. 'Installation must comply with Sections 3.4, 4.1.10 and 4.3 and Figures 3 and 4 of this report. 2The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 'The values listed must be used in accordance with Section 4.1.4 of this report. the values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. b`The values for 0. (reduction factor for pullout strength) can be found in Table 2 and the value for ;6 (reduction factor for steel strength in shear) can be found in Table 3. 6The minimum anchor spacing along the flute must be the greater of 3hef or 1.5 times the flute width in accordance with Section 4.1.10 of this report. 'The characteristic pull-out resistance for greater concrete compressive strengths shall be increased by multiplying the tabular value by (f,/ 3,000 psi)o.s TABLE 5 -EXAMPLE TITEN HD) SCREW ANCHOR AND ROD HANGER ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE PURPOSES 1,2,3,4.5,6.7,8,9,10 Nominal Anchor Embedment Effective Allowable Diameter, d, Depth, h"a8, Embedment Tension Load, (inches) (inches) Depth, hat 0 N,da (Inches) (lbs) 3/e 21/2 1.77 1185" 31/4 2.40 1960 '/2 3114 2.35 1900 4 2.99 2725 '/4 5'/2 4.22 4570 61/4 4.86 5645 Design Assumptions: 1. Single Anchor. 2. Tension load only. 3. Concrete determined to remain uncracked for the life of the anchorage. 4. Load combinations from ACI 318 Section 9.2 (no seismic loading). 5. 30% Dead Load (D) and 70% Live Load (L); Controlling load combination is 1.2 D + 1.6L 6. Calculation of a based on weighted average: a = 1.21) + 1.61- = 1.2(0.3) + 1.6(0.7) = 1.48 7. Normal weight concrete: f 'c = 2500 psi 8. ca, = c82 i Ca. 9. h 2: hmb 10. Values are for Condition B (Supplementary reinforcement in accordance with ACI 318 DAA is not provided). " Illustrative Procedure (reference Table 2 of this report): '/g Titen HD with an Effective Embedment, hof = 1.77" Step 1: Calculate Static Steel Strength in Tension per ACI 318-05 Section 0.5.1; Q.N. = 0.65 x 10,890 = 7,078 lbs. Step 2: Calculate Static Concrete Breakout Strength in Tension per ACI 318-05 Section D.5.2; ¢cbN4b = 0.65 x 2,826 = 1,837 lbs. Step 3: Calculate Static Pullout Strength in Tension per ACI 318-05 Section D.5.3; 4N,_, = 0.65 x 2,700 = 1,755 lbs. Step 4: The controlling value (from Steps 1, 2 and 3 above) per ACI 318-05 Section D.4.1.2; ONn = 1,755 lbs. Step 5: Divide the controlling value by the conversion factor a per section 4.2.1 of this report: TaJkMzb18.As0 = ONda = 1,755 / 1.48 = 1,185 lbs. vl�/p ESR -2713 I Most Widely Accepted and Trusted Page 9 of 9 TABLE 6—TITEN HD® SCREW ANCHOR AND ROD HANGER IDENTIFICATION INFORMATION Anchor Size Catalog Number 3/8,, THD37xxxxH 112.. THD5OxxxxH 3/4,. THD75xxxxH 3/8" Rod Hanger THD37212RH '/2" Rod Hanger THD50234RH FIGURE I . A—TITEN 14V SCREW ANCHOR MIN. ilw" FIGURE IB—TITEN HD® ROD HANGER MIM, 3,000 PSI NORMAL. OR 2APA04LIGHTWGIGHT CONCASTS MIN - MAX. V OFFSET. FLUTE FIGURE 3- INST11-LATION III THE SOFFIT OF GONCRIElE 43MER PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLI ES (LOWER FLUTE) (1 in = 25.4 mm) MIN.; 3iOGO :PSI NORIML OR WIN WV MIN. W'TYR SAVI7-LIGMWEM-fT Q0NQJRErE iAI C3 93, U -1 F7, ER _7r 2C) 43AUG�5 r"ll Hr.EEL DECK WIN. 12" TY.P. LOWER FILUTTE RGU RE 4 - IN STALLATIO N IN TH E SOFFIT OF CONCRETE OVER PROFILE: STEEL DECK fl- 0 OlFl AN 0 ROG F ASSERI BLIES (U PRIER. FLUIE) (I in = 25.4 mm) ICC -ES Evaluation Report ESR -2508* Reissued December 1, 2008 This report is subject to re-examination in one year. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 03 00 00 -CONCRETE` — --'- Section: 03 16 00—Concrete Anchors REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.stronatie.com EVALUATION SUBJECT: SET -XP EPDXY ADHESIVE ANCHORS FOR CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 Intemational Building Code® (2006 IBC) ■ 2006 Intemational Residential Code® (2006 IRC) ■ 2003 Intemational Building Code® (2003 IBC) ■ 2003 Intemational Residential Code® (2003 IRC) ■ 1997 Uniform Building CodeTm (UBC) Property evaluated: Structural 2.0 USES The Simpson Strong -Tie SET -XP Epoxy Adhesive Anchors are used to resist static, wind and seismic tension and shear loads in cracked and untracked normal -weight concrete having a specified compressive strength, f �, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor is an alternative to anchors described in Section 1911 and 1912 of the 2006 IBC, Section 1912 and 1913 of the 2003 IBC, and Section and 1923.1 and 1923.2 of the UBC. The anchors may also be used where an engineering design is submitted in accordance with Section R301.1.3 of the 2006 and 2003 IRC. 3.0 DESCRIPTION 3.1 General: The SET -XP Epoxy Adhesive Anchor System is comprised of the following components: • SET -XP epoxy adhesive • Adhesive mixing and dispensing equipment • Equipment for hole cleaning and adhesive injection SET -XP epoxy adhesive is used with continuously threaded rods or deformed steel reinforcing bars. Installation information and parameters are included with each adhesive unit package. 3.1..I SET -XP Epoxy Adhesive: SET -XP epoxy adhesive is an injectable, two -component, 100 percent solids, epoxy -based adhesive mixed as a 1 -to -1 volume ratio of hardener -to -resin. SET -XP is available in 8.5 -ounce (230 mL), 22 -ounce (600 mL), and 56 -ounce (1.5 L) cartridges. The two components combine and react when dispensed through a static mixing nozzle attached to the cartridge. The shelf life of SET -XP in unopened cartridges is two years from the date of manufacture. 3.1.2 Dispensing Equipment: SET -XP epoxy adhesive must be dispensed using Simpson Strong -Tie manual dispensing tools, battery -powered dispensing tools or pneumatic dispensing tools. 3.1.3 Equipment for Hole Preparation: Hole cleaning equipment (brushes) must be Simpson Strong -Tie hole cleaning brushes, identified by Simpson Strong -Tie catalog number series ETB. See Tables 7 and 8 in this report and the installation instructions for additional information. 3.2 Anchor Materials: 3.2.1 Threaded Rods: Threaded anchor rods, having diameters from 1/2 inch to 1 inch (12.7 mm to 25.4 mm), must be carbon steel conforming to ASTM A307, Grade C, or ASTM A 193, Grade 67; or stainless steel conforming to ASTM A193, Grade B6 or B8. Table 2 in this report provides additional details. 3.2.2 Deformed Reinforcing Bar (Rebar): Deformed steel rebars, having sizes from No. 4 to No. 8, must conform to ASTM A 615. Table 3 in this report provides additional details. 3.2.3 Ductility: In accordance with D.3.3.4 of ACI 318- 05 Appendix D, for the steel element to be considered ductile, the threaded rod elongation must be at least 14 percent and reduction of area must be at least 30 percent. Steel elements used for anchoring with an elongation of less than 14 percent or a reduction of area less than 30 percent, or both, are considered brittle. The design professional must verify that the ASTM A 307 Grade C rod, ASTM A 193 Grade 67 rod, ASTM A 193 Grade B6 or B8 stainless steel rods and ASTM A 615 rebar comply with this requirement. 3.3 Concrete: Normal -weight concrete with a minimum compressive strength at the time of anchor installation of 2,500 psi (17.2 MPa), but not less than that required by the applicable code, nor more than 8,500 psi (58.6 MPa), must conform to Sections 1903 and 1905 of the IBC or UBC, as applicable. 'Revised November 2010 !CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of rhe subject of the report or a recommendation for its use. There is no warranty by /CC Evaluation Service, LLC, express or implied, as ::ter to any finding or other matter in this report, or as to any product covered by the report. e"So'm ,,,�� Copyright © 2010 Page 1 of 14 ESR -2508 I Most Widely Accepted and Trusted Page 2 of 14 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Anchor design strengths, idVn and xVn, must be determined in accordance with ACI 318-05 Appendix D and this report. A design example is given in Figure 2. Design parameters are provided in Tables 2, 3, 4 and 5 of this report. The anchor design must satisfy the requirements of ACI 318 Sections D.4.1.1 and D.4.1.2. Strength reduction factors, x, described in ACI 318 Section 0.4.4, and noted in Tables 2, 3, 4 and 5 of this report, must be used for load combinations calculated in accordance ... with_Section_16.05.2.1 of the.IBC or Section 161.2.2.1_of the UBC. Strength reductions factors, K; described in ACI 318 Section D.4.5 must be used for load combinations calculated in accordance with Appendix C of ACI 318 or Section 1909.2 of the UBC. This section provides amendments to ACI 318 Appendix D as required for the strength design of adhesive anchors. In conformance with ACI 318, all equations are expressed in inch -pound units. Modify ACI 318 D.4.1.2 as follows: D.4.1.2 — In Eq. (D-1) and (D-2), KNn and KV, are the lowest design strengths determined from all appropriate failure modes. 1dVn is the lowest design strength in tension of an anchor or group of anchors as determined from consideration of fdVsa, either KNa or 1dVag and either KNcb or XNcbg. Kiln is the lowest design strength in shear of an anchor or a group of anchors as determined from consideration of: Ki/Sa, either KVcb or KVcbg, and either KVcp or KVcpg. For adhesive anchors subjected to tension resulting from sustained loading, see D. 4.1.4. D.4.1.4 — For adhesive anchors subjected to tension resulting from sustained loading, a supplementary design analysis shall be performed using Eq. (D-1) whereby Nua is determined from the sustained load alone, e.g., the dead load and that portion of the live load acting that may be considered as sustained and xNn is determined as follows: D.4.1.4.1— For single anchors, KNn = 0.75 fdVao D.4.1.4.2 — For anchor groups, Eq. (D-1) shall be satisfied by taking KNn = 0.75 idVao for that anchor in an anchor group that resists the highest tension load. D.4.1.4.3 — Where shear loads act concurrently with the sustained tension load, interaction of tension and shear shall be analyzed in accordance with D. 4.1.3 4.1.2 Static Steel Strength in Tension: The nominal steel strength in tension, Nsa, in accordance with ACI 318 Section D.5.1.2, is given in Tables 2 and 3 of this report. The strength reduction factor, 1c, corresponding to the steel element selected, is also given in Tables 2 and 3 of this report for use with the load combinations of ACI 318 Section 9.2 as set forth in Section D.4.4. 4.1.3 Static Concrete Breakout Strength in Tension: The nominal concrete breakout strength in tension, Ncb and Ncbg, must be calculated in accordance with ACI 318 Section D.5.2, with the following addition: D.5.2.9 — The limiting concrete strength of adhesive anchors in tension shall be calculated in accordance with D.5.2.1 to D.5.2.8 where the value of kc to be used in Eq. (D-7) shall be: kc,cr — where analysis indicates cracking at service load levels in the anchor vicinity (cracked concrete) kc.uncr — where analysis indicates no cracking at service load levels in the anchor vicinity (uncracked concrete) The basic concrete breakout strength in tension, Nb, must be calculated in accordance with ACI 318 Section 5.2.2 using the values of hef and kc as described in Table 4 of this report. The value of f c must be limited to 8000 psi (55.1 MPa) for uncracked concrete and f e must be limited to 2500 psi (17.2 MPa) for cracked concrete. 4.1.4 Static Pullout Strength in Tension: In lieu of determining the nominal pullout strength in accordance with ACI 318 Section D.5.3, the nominal bond strength in tension must be calculated in accordance with the following sections added to ACI 318 and using values described in Table 5 of this report: D.5.3.7 - The nominal strength of an adhesive anchor Na or group of adhesive anchors Nag in tension must not exceed: (a) for a single anchor Na = ANa qJed, Na qjp, Na Nao (D -16a) ANaO (b) for a AN. group of anchors ANa 0 Nag = wg, Na wec, Na qied, Na qip, Na Nao (D -16b) where: AN, is the projected area of the failure surface for the anchor or group of anchors that must be approximated as the base of the rectilinear geometrical figure that results from projecting the failure surface outward a distance ca,Na from the centerline of the single anchor, or in the case of a group of anchors, from a line through a row of adjacent anchors. ANa must not exceed nANao where n is the number of anchors in tension in the group. (Refer to ACI 318 Figures RD.5.2.1a and RD.5.2.1b and replace the terms 1.5hef and 3.Ohef with ccrNa and scrNa, respectively.) ANao is the projected area of the failure surface of a single anchor without the influence of proximate edges in accordance with Eq. (D -16c): ANao = (Scr,Na)Z (D -16c) with: Scr,Na = 20 d X (Zk ju r 11450)05 <_ 3 X hef (D -16d) D.5.3.8 - The critical spacing scr,Na and critical edge ccrNa must be calculated as follows: Scr,Na = as given by Eq. (D -16d) Ccr,Na = Scr,Na /2 (D -16e) D.5.3.9 — The basic strength of single adhesive anchor in tension in cracked concrete shall not exceed. Neo = Zk,cr x n' x d x her (D-160 D.5.3.10 - The modification factor for the influence of the failure surface of a group of adhesive anchors is: %,N. = �g,Nao + ((S1Scr.Na)o.5 X (1- �g,Nao)J (D -16g) where: qJg,Nao = no.5 - [(no -5 - 1) X (rk,cr /Zkmax.cr )1.5j ) 1.0 (D -16h) = the number of tension loaded adhesive anchors in a group. Zk,max,cr = (kc, cr/(1T X d)} X (hef f'c)05 (D-161') 8 tp/ ESR -2508 I Most Widely Accepted and Trusted Page 3 of 14 Zk c, = the characteristic bond strength in cracked concrete having specified compressive strength, f 'C. See Table 5 of this report. D.5.3.11 - The modification factor for eccentrically loaded adhesive anchor groups is: 4Wac,Na = 1/(1 + (2e N/scrNa)) S 1.0 (D -16j) Eq. (D-16/) is valid for e N Ss/2 If the loading on an anchor group is such that only some anchors are in tension, only those anchors that are in --tension—must—be—considered—when- determining--the- eccentricity e N for use in Eq. (D -16j). In the case where eccentric loading exists about two orthogonal axes, the modification factor qJec,Na must be computed for each axis individually and the product of these factors used as gJec,Na in Eq.(D-16b). D.5.3.12 - The modification factor for edge effects for single adhesive anchors or anchor groups loaded in tension is: wad,Na = 1.0 (D-161) when ca,min z? ccr,Na or qJad,Na = [0.7 + 0.3 x (Ca,min /Ccr,Na)] _<1.0 (D -16m) when ca,mb < Ccr,Na D.5.3.13 — When an adhesive anchor or group of adhesive anchors is located in a region of a concrete member where analysis indicates no cracking at service load levels, the nominal strength Na or Nag of a single adhesive anchor or a group of adhesive anchors shall be calculated according to Eq. (D -16a) and Eq. (D -16b) with Zk,vncr (see Table 5 of this report) substituted for Zk cr in the calculation of the basic strength No in accordance with Eq. (D-160. The factor tPg,Nao shall be calculated in accordance with Eq. (D - 16h) whereby the value of 2k yncr must be substituted for Zk cr and the value of Zk,max,uncr shall be calculated in accordance with Eq. (D -16n) and substituted for Zk.m",cr in Eq. (D -16h). Zk,max,ancr = (kc, -- /(77 x d)) x (her f'c)0.5 (D -16n) D.5.3.14 — When an adhesive anchor or a group of adhesive anchors is located in a region of a concrete member where analysis indicated no cracking at service load levels, the modification factor (Pp,Na shall be taken as: 4)p,Na = 1.0 when ca,min?Cac (D -16o) or 'Pp,Na = ma+a —;cam, -1 when ca,min < cac (D -16p) c_ For all other cases, q-p,Na = 1.0. The value of cac must be as noted in Table 1 of the report. Ccr,Na is determined using equation D -16e. Additional information for the determination of nominal bond strength in tension is given in Section 4.1.8 of this report. 4.1.5 Static Steel Strength in Shear: The nominal steel strength in shear, Vaa, in accordance with ACI 318 Section D.6.1.2, is given in Tables 2 and 3 of this report. The strength reduction factor, x, corresponding to the steel element selected, is also given in Tables 2 and 3 of this report for use with load combinations of ACI 318 Section 9.2 as set forth in Section D.4.4. 4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, Vcb and Vcbg, must be calculated in accordance with ACI 318 Section D.6.2, with modifications as described in this section. The basic concrete breakout strength in tension, Vb, must be calculated in accordance with ACI 318 Section 6.2.2 using the values of la and do as described in Table 4 of this report. The value of f'C must be limited to 8,000 psi (55_1 MPa), in accordance with ACI 318 Section D.3.5_ 4.1.7 Static Concrete Pryout Strength in Shear: In lieu of determining the nominal pryout strength in accordance with ACI 318 Section D.6.3.1, nominal pryout strength in shear must be calculated in accordance with the following sections added to ACI 318: D.6.3.2 - The nominal pryout strength of an adhesive anchor Vcp or group of adhesive anchors Vcpg must not exceed: (a) for a single adhesive anchor Vcp = min I kcp Na; kcp Ncb I (D -30a) (b) for a group of adhesive anchors Vcpg = min I kcp Nag; kcp Ncbg I (D -30b) where: kcp = 1.0 for her < 2.5 inches kcp = 2.0 for ho _>2.5 inches Na is calculated in accordance with Eq. (D -16a) Nag is calculated in accordance with Eq. (D -16b) Ncb, Ncbg are determined in accordance with D.5.2.1 to D.5.2.9. 4.1.8 Bond Strength Determination: Bond strength values are a function of the special inspection level provided and installation conditions. Bond strength values must be modified with the factor Ksat for cases where the holes are drilled in water -saturated concrete as follows: SPECIAL INSPECTION LEVEL PERMISSIBLE INSTALLATION CONDITION BOND STRENGTH ASSOCIATED STRENGTH REDUCTION FACTOR Continuous Dry concrete Zk Kdry,d Continuous Water -saturated Zk x K.,,., Kaa,,y Periodic Dry concrete Zk Kdrypl Periodic Water -saturated Zk x K.t, p, Ksat,pi Where applicable, the modified bond strengths must be used in lieu of Zk,cr or Zk,uncr in Equations (D -16a) and (D -16b). The resulting nominal bond strength must be multiplied by the strength reduction factor for the special inspection level listed above. The various factors are given in Table 5 of the report. 4.1.9 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 Section D.8.3, values of cmin and s d,, provided in Table 1 of this report must be used. In lieu of using ACI 318 Section D.8.5, minimum member thickness, No, must be in accordance with Table 1 of this report. W T ESR -2508 I Most Widely Accepted and Trusted Page 4 of 14 4.1.10 Design Strength in Seismic design Categories C, D, E and F: In structures assigned to Seismic Design Category C, D, E or F under the IBC or IRC, or Seismic Zone 213, 3 or 4 under the UBC, the anchor strength must be adjusted in accordance with 2006 IBC Section 1908.1.16. For brittle steel elements, the anchor strength must be adjusted in accordance with 2006 IBC Section 1908.1.16 D.3.3.5. The nominal steel shear strength, Vsa, must be adjusted by av,seis as given in Tables 2 and 3 of this report for the corresponding anchor steel. The nominal bond strength, Zk c, , must be adjusted by aN,sels for the ..7Isrinch_(22-mm)-and _zinch_(25.4_mm).diameter anchors,_ as given in Table 5 of this report. 4.1.11 Critical Edge Distance: In lieu of using ACI 318 Section D.8.6, values of cagy provided in Table 1 of this report must be used. 4.1.12 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the design must be performed in accordance with ACI 318 Section D.7. 4.2 Allowable Stress Design (ASD): 4.2.1 General: For anchors designed using load combinations calculated in accordance with Sections 1605.3 of the IBC and Section 1612.3 of the UBC, allowable loads must be established using the following relationships: Tallowable,ASD = ON,, / a and Vallowable,ASD = OVn /a where: Tallowable,ASD = Allowable tension load (Ibf or kn) Vallowable,Aso = Allowable shear load (Ibf or kn) Wn = The lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318 Appendix D as amended in Section 4.1 of this report and Section 1908.1.16 of the IBC. xVn = The lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318 Appendix D as amended in Section 4.1 of this report and Section 1908.1.16 of the IBC. = Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for non -ductile failure modes and required over - strength. Table 6 provides an illustration of calculated Allowable Stress Design (ASD) values for each anchor diameter at minimum embedment depth. The requirements for member thickness, edge distance and spacing, described in Table 1 of this report, must apply. 4.2.2 Interaction of Tensile and Shear Forces: In lieu of ACI Sections D.7.1, D.7.2 and D.7.3, interaction of tension and shear loads must be calculated as follows: If Tapplied :!M2 Tallowable,ASD, then the full allowable strength in shear, Vallowable,ASD, must be permitted. If Vapplled 50.2 Vallowable,ASD, then the full allowable strength in tension, Tallowable,ASD, must be permitted. For all other cases: Tapplied/ Tallowable,ASD + Vapplied / Vallowable,ASD <1.2 4.3 Installation: Installation parameters are provided in Table 1, 7, 8, 9 and in Figure 1. Anchor locations must comply with this report and the plans and specifications approved by the building official -Installation -of the -SET -XP -Epoxy -Adhesive -Anchor - System must conform to the manufacturer's published installation instructions included in each package unit and as described in Figure 1. 4.4 Special Inspection: Installations may be made under continuous special inspection or periodic special inspection, as determined by the registered design professional. See Section 4.1.8 and Table 5 of this report for special inspection requirements. Installations made under continuous special inspection with an on-site proof loading program must be performed in accordance with Section 1704.13 of the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, adhesive identification and expiration date, anchor dimensions, concrete type, concrete compressive strength, hole drilling method, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer's printed installation instructions. The proof loading program must be established by the registered design professional. As a minimum, the following requirements must be addressed in the proof loading program: 1. Frequency of proof loading based on anchor type, diameter, and q embedment. 2. Proof loads by anchor type, diameter, embedment and location. 3. Acceptable displacements at proof load. 4. Remedial action in the event of failure to achieve proof load, or excessive displacement. Unless otherwise directed by the registered design professional, proof loads must be applied as confined tension tests. Proof load levels must not exceed the lesser of 50 percent of expected peak load based on adhesive bond strength or 80 percent of the anchor yield strength. The proof load shall be maintained at the required load level for a minimum of 10 seconds. Continuous special inspection is required for all cases where anchors installed overhead (vertical up) are designed to resist sustained tension loads. Installations made under periodic special inspection must be performed where required in accordance with Section 1704.13 of the IBC, or Section 1701.5 of the UBC, whereby periodic special inspection is defined in Section 1701.6.2 of the UBC or Section 1702.1 of the IBC and this report. The special inspector must be on the jobsite initially during anchor installation to verify anchor type, anchor dimensions, concrete type, concrete compressive strength, adhesive identification and expiration date, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete thickness, anchor embedment, tightening torque and adherence to the manufacturer's aj/ ESR -2508 I Most Widely Accepted and Trusted Page 5 of 14 printed installation instructions. The special inspector must verify the initial installations of each type and size of adhesive anchor by construction personnel on site. Subsequent installations of the same anchor type and size by the same construction personnel is permitted to be performed in the absence of the special inspector. Any change in the anchor product being installed or the personnel performing the installation must require an initial inspection. For ongoing installations over an extended period, the special inspector must make regular inspections to confirm correct handling and installation of the product. See Section 4.1.8 and Table 5 in this report for special inspection requirements. Under the IBC, additional requirements as set forth in Sections 1705 or 1706 must be observed, where applicable. 4.5 Compliance with NSF/ANSI Standard 61: SET -XP Epoxy Adhesive Anchor Systems comply with requirements of NSF/ANSI Standard 61, as reference in Section 605 of the 2000 International Plumbing Code (IPC) for products used in water distribution systems. SET -XP Epoxy Adhesive Anchor Systems may have a maximum exposed surface area to volume ratio of 216 square inches per 1000 gallons (3785 L) of potable water and/or drinking water treatment chemicals. The focus of NSF/ANSI Standard 61 as it pertains to adhesive anchors is to ensure that the contaminants or impurities imparted from the adhesive products to the potable water do not exceed acceptable levels. 5.0 CONDITION OF USES The Simpson Strong -Tie SET -XP Epoxy Adhesive Anchor System described in this report complies with the codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 SET -XP epoxy adhesive anchors must be installed in accordance with the manufacturer's published installation instructions and this report. 5.2 The anchors must be installed in cracked and uncracked normal -weight concrete having a specified compressive strength f'c = 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). 5.3 The values of f' used for calculation purposes must not exceed 8,000 psi (55.1 MPa) for uncracked concrete. The value of f'c used for calculation purposes must not exceed 2500 psi (17.2 MPa) for cracked concrete. 5.4 Anchors must be installed in concrete base materials in holes predrilled with carbide -tipped drill bits complying with ANSI B212.15-1994. 5.5 Loads applied to the anchors must be adjusted in accordance with Section 1605.2 of the IBC or Sections 1612.3 or 1909.2 of the UBC for strength design, and in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC for allowable stress design. 5.6 SET -XP epoxy adhesive anchors are recognized for use to resist short-term and long-term loads, including wind and earthquake loads, subject to the conditions of this report. 5.7 Strength design values are established in accordance with Section 4.1 of this report. 5.8 Allowable design values are established in accordance with Section 4.2 of this report. 5.9 Minimum anchor spacing and edge distance as well as minimum member thickness and critical edge distance must comply with the values described in this report. 5.10 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.11 Anchors are not permitted to support fire -resistive construction.._ Where not otherwise prohibited by code, SET -XP epoxy adhesive anchors are permitted for installation in fire -resistive construction provided that at least one of the following conditions is fulfilled: • Anchors are used to resist wind or seismic forces only. • Anchors that support gravity load-bearing structural elements are within a fire -resistive envelope or a fire -resistive membrane, are protected by approved fire -resistance rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. • Anchors are used to support nonstructural elements. 5.12 Since an ICC -ES acceptance criteria for evaluating data to determine the performance of adhesive anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.13 Steel anchoring materials in contact with preservative - treated and fire -retardant -treated wood shall be zinc - coated steel or stainless steel. The coating weights for zinc -coated steel shall be in accordance with ASTM A 153. 5.14 Special inspection must be provided in accordance with Section 4.4 of this report. Continuous special inspection for overhead installations (vertical up) that are designed to resist sustained tension loads must be provided in accordance with Section 4.4 of this report. 5.15 SET -XP epoxy adhesive is manufactured and packaged into cartridges by Simpson Strong -Tie Company, Inc., in Addison, Illinois, with quality control inspections by CEL Consulting (AA -639). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Post -installed Adhesive Anchors in Concrete (AC308), dated October 2008. 6.2 Data in accordance with NSF/ANSI Standard 61, Drinking Water Systems Components -Health Effects, for the SET -XP adhesive. 7.0 IDENTIFICATION 7.1 SET -XP Epoxy Adhesive is identified in the field by labels on the cartridge or packaging, bearing the company name (Simpson Strong -Tie Company, Inc.), product name (SET -XP), the batch number, the expiration date, the name of the inspection agency (CEL Consulting), and the evaluation report number (ESR -2508). 7.2 Threaded rods, nuts, washers and deformed reinforcing bars are standard elements and must conform to applicable national or international specifications. M ESR -2508 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 1 -SET -XP EPDXY ADHESIVE ANCHOR INSTALLATION INFORMATION Characteristic Symbol Units Nominal Rod Diameter (inches) Nominal Rod Diameter (Inches) Nominal Diameter , s /z /e 3/a /8 1 Drill Bit Diameter dhoio 0.75 5/9 3/4 7/0 1 1'/8 Maximum Tightening Torque Tinst ft -Ib 20 30 45 60 80 Permitted Embedment Depth Range Min/Max (her) in. 23/3/� 4 3'/e 3'/z 3 3/ 4 4 10 12'/2 15 17% 204 Minimum Concrete Thickness hmro in. 45450 Strength Reduction Factor for Tension - Steel Failure' haf+ 5do Minimum Shear Stress Area Asa Critical Edge Distance cac in. 0.44 Minimum Shear Stress Area 3 x hof in .2 0.142 Minimum Edge Distance Cmin in. 0.606 Shear Resistance of Steel - ASTM A 307, Grade C 13/4 lb.10650 4940 Minimum Anchor Spacing sm,n in. 21090 Shear Resistance of Steel - ASTM A193, Grade 67 3 45450 Shear Resistance of Steel - Stainless Steel ASTM A193, Grade B6 For SI: = 1 inch = 25.4 mm, 1 ft -Ib = 1.356 N -M. TABLE 2 -STEEL DESIGN INFORMATION FOR THREADED ROD Characteristic Symbol Units Nominal Rod Diameter (inches) ,/z 5/e 3/4 '/g 1 Nominal Diameter do in. 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area Asa in .2 0.142 0.226 0.334 0.462 0.606 Tension Resistance of Steel - ASTM A 307, Grade C N.15620 lb.17750 8235 13110 19370 26795 35150 Tension Resistance of Steel - ASTM A193, Grade 137 28250 41750 57750 75750 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade B6 24860 36740 50820 66660 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade 68 10650 16950 25050 34650 45450 Strength Reduction Factor for Tension - Steel Failure' m Minimum Shear Stress Area Asa in.z 0.75 0.31 0.44 Minimum Shear Stress Area A0 in .2 0.142 0.226 0.334 0.462 0.606 Shear Resistance of Steel - ASTM A 307, Grade C V.9370 lb.10650 4940 7865 11625 16080 21090 Shear Resistance of Steel - ASTM A193, Grade 67 16950 25050 34650 45450 Shear Resistance of Steel - Stainless Steel ASTM A193, Grade B6 14910 22040 30490 40000 Shear Resistance of Steel - Stainless Steel ASTM A193, Grade B8 6390 10170 15030 20790 27270 Reduction for Seismic Shear - ASTM A 307, Grade C aV,seis 0.71 Reduction for Seismic Shear - ASTM A193, Grade B7 0.71 Reduction for Seismic Shear - Stainless Steel ASTM A193, Grade 86 0.8 Reduction for Seismic Shear - Stainless Steel ASTM A193, Grade 68 0.8 Strength Reduction Factor for Shear - Steel Failure m 0.65 The tabulated value of m applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of m must be determined in accordance with ACI 318 D.4.5 (b). TABLE 3 -STEEL DESIGN INFORMATION FOR REINFORCING BAR (REBAR) Characteristic Symbol Units #4 #5 Bar Size #6 #7 #8 Nominal Diameter do in. 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area Asa in .2 0.2 0.31 0.44 0.6 0.79 Tension Resistance of Steel - Rebar (ASTM A 615) N. Ib. 18000 27900 39600 54000 71100 Strength Reduction Factor for Tension - Steel Failure' m 0.75 Minimum Shear Stress Area Asa in.z 0.2 0.31 0.44 0.6 0.79 Shear Resistance of Steel - Rebar (ASTM A 615) V. Ib. 10800 16740 23760 32400 42660 Reduction for Seismic Shear - Rebar (ASTM A 615) av,sols 0.8 Strength Reduction Factor for Shear - Steel Failure' m 0.65 'The tabulated value of m applies when the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of m must be determined in accordance with ACI 318 D.4.5(b). ESR -2508 I Most Widely Accepted and Trusted Page 7 of 14 TABLE 4—CONCRETE BREAKOUT AND PRYOUT DESIGN INFORMATION FOR THREADED ROD/REBAR ANCHORS Characteristic Symbol Units Nominal Rod/Rebar Diameter ,/2" or #4 5/8' or #5 3/4" or #6 Ileo #7 1" or #8 Minimum Concrete Thickness hml" in. he,+ 5d" Critical Edge Distance cec in. 3 x hef Minimum Edge Distance cmin in. 13/4 Minimum Anchor Spacing smin in. 3 Effectiveness Factor for Cracked Concrete k,� - 17 Effectiveness Factor for Uncracked Concrete kc,una - 24 Strength.Reduction_Eaptor_COncrete_BreakOUt_Eailure in Tension'_ __ _ - _._0.65 Nominal Diameter d" in. 0.5 0.625 0.75 0.875 1 Load Bearing Length of Anchor in Shear t'e in. het Strength Reduction Factor - Concrete Breakout Failure in Shear' m - 0.7 Coefficient for Pryout Strength kip - 2 Strength Reduction Factor - Pryout Failure' i m - 0.7 'The tabulated values of 0 applies when both the load combinations of Section 1605.2.1 of the IBC, Section 1612.2.1 of the UBC, or ACI 318 Section 9.2 are used and the requirements of ACI 318 D.4.4(c) for Condition B are met. If the load combinations of Section 1909.2 of the UBC or ACI 318 Appendix C are used, the appropriate value of m must be determined in accordance with ACI 318 D.4.5(c) for Condition B. TABLE 5—SET-XP EPDXY ADHESIVE ANCHOR BOND STRENGTH DESIGN INFORMATION Condition Characteristic Symbol Units Nominal Rod/Rebar Diameter ,/2, or #4 5/8' or #5 3/e' or #6 'l8' or #7 1" or #8 Temperature Range 1 for Uncracked Concrete 1,3 Characteristic Bond Strength Zk,uncr psi 2422 2263 1942 1670 2003 Permitted Embedment Depth Range Minimum he, in. 23/4 3'/8 3'/2 33/4 4 Maximum 10 12'/2 15 17'/z 20 Temperature Range 1 for Cracked Concrete' Characteristic Bond Strengths" k,cr psi 1040 718 1003 619 968 Permitted Embedment Depth Range Minimum he, in. 4 5 6 7 8 Maximum 10 12'/2 15 17'/2 20 Temperature Range 2 for Uncracked Concrete 2,3,4 Characteristic Bond Strength Zk,uncr psi 1250 1170 1005 860 1035 Permitted Embedment Depth Range Minimum he, in. 23/4 3'/8 3'/z 33/4 4 Maximum 10 12'/z 15 17'/z 20 Temperature Range 2 for Cracked Concrete2'3'4 Characteristic Bond Strength"Zk,cr psi 537 371 518 320 500 Permitted Embedment Depth Rangeher Minimum in. 4 5 6 7 8 Maximum 10 12'/z 15 17'/z 20 Continuous Inspection Strength Reduction Factor - Dry Concrete mdry,d - 0.65 Strength Reduction Factor– Water -saturated Concrete ����� 0.45 Additional Factor - Water -saturated Concrete Kee,,cl - 0.57 Periodic Inspection Strength Reduction Factor - Dry Concrete Odry,pl - 0.55 Strength Reduction Factor – Water -saturated Concrete Oml pl - 0.45 Additional Factor - Water -saturated Concrete K�l,p, - 0.48 'Temperature Range 1: Maximum short term temperature of 110"F. Maximum long term temperature of 75"F. 2Temperature Range 2: Maximum short term temperature of 150"F. Maximum long term temperature of 110"F. 3Short term concrete temperatures are those that occur over short intervals (diurnal cycling). Long term temperatures are constant over a significant time period. 4For load combinations consisting of only short-term loads, such as wind or seismic loads, bond strengths may be increased by 72%. 5As detailed in Section 4. 1.10 of this report, bond strength values for'/8' anchors or #7 rebar anchors must be multiplied by aN,eels = 0.80. 8As detailed in Section 4.1.10 of this report, bond strength values for 1" anchors or #8 rebar anchors must be multiplied by aN,4els = 0.92. ESR -2508 I Most Widely Accepted and Trusted Page 8 of 14 qV TABLE 6—EXAMPLE SET -XP EPDXY ADHESIVE ANCHOR ALLOWABLE STRESS DESIGN (ASD) TENSION VALUES FOR ILLUSTRATIVE PURPOSES Nominal Anchor Drill Bit Effective Allowable Diameter, d, Diameter, dMW Embedment Tension Load, (Inches) (Inches) Depth, h"f m N„la (inches) (lb.) '/y 5/6 23/, 2405 5/9 34 31/8 2910 3/4 'le 3'/, 3450 '/e 1 33/4 3825 1 1'/1, 4 4215" For SI: = 1 inch = 25.4 mm, 11b -=--4—.45-N* Design Assumptions: 1. Single Anchor with static tension load only; ASTM A 193 Grade B7 threaded rod. 2. Vertical downward installation direction. 3. Inspection Regimen = Continuous. 4. Installation temperature = 50" - 110° F. 5. Long term temperature = 75" F. 6. Short term temperature = 110° F. 7. Dry hole condition - carbide drilled hole. 8. Embedment = hd., In 9. Concrete determined to remain uncracked for the life of the anchorage. 10. Load combinations from ACI 318 Section 9.2 (no seismic loading). 11. 30% Dead Load (D) and 70% Live Load (L); Controlling load combination is 1.2 D + 1.61- 12. .6L12. Calculation of a based on weighted average: a = 1.2D + 1.61- = 1.2(0.3) + 1.6(0.7) = 1.48 13. Normal weight concrete: rc = 2500 psi 14.ce,=c.22,c.. 15. h Z Nin Illustrative Procedure (reference Table 2, 4 and 5 of this report): 1" SET -XP Epoxy Adhesive Anchor (ASTM Al 93, Grade B7 Threaded Rod) with an Effective Embedment, h"r = 4" Step 1: Calculate Static Steel Strength in Tension per ACI 318-05 Section D.5.1 = (P -N. = 0.75 x 75,750 = 56,810 lbs. Step 2: Calculate Static Concrete Breakout Strength in Tension per ACI 318-05 Section D.5.2 = (PabNcb = 0.65 x 9,600 = 6,240 lbs. Step 3: Calculate Static Pullout Strength in Tension per ACI 318-05 Section D.5.3, as amended in Section 4.1.4 of this report, = mPN. = 0.65 x 25,175 = 16,360 lbs. Step 4: The controlling value (from Steps 1, 2 and 3 above) per ACI 318-05 Section D.4.1.2 = 4)Nn = 6,240 lbs. Step 5: Divide the controlling value by the conversion factor a as determined in footnote 12 above and section 4.2.1 of this report: T.11W.b1",ASD = ONda = 6,240 / 1.48 = 4,215 lbs. �► zl ESR -2508 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 7—INSTALLATION DETAILS FOR THREADED ROD ANCHORS (ASTM A307, ASTM A193 GRADE B7, STAINLESS STEEL) Anchor Diameter (inches) Drill Bit Brush Part DiameterNumber (inches) Nozzle Part Number Dispensing Tool Part Number Adhesive Retaining Cap Part Number 1/2 5/8 ET136 EMN22i CDT10, EDT226, EDT22AP, EDT22CKT, EDT56AP ARC50-RP25 5/8 3/4 ETB6 ARC62-RP25 3/4 'le ETB8 ARC75-RP25 7/8 1 ETB10 ARC87-RP25 1 11/8 ETB10 ARC100-RP25 For SI: = 1 inch = 25.4 mm. 'Rotary Hammer must be used to drill all holes. 2Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. TABLE 8—INSTALLATION DETAILS FOR REINFORCING BAR ANCHORS (ASTM A615, GRADE 60) Rebar Drill Bit Brush Part Nozzle Part Dispensing Tool Adhesive Retainintq 70 Diameter' Number Number Part Number Cap Part Number 110 (inches) 24 #4 5/8 ETB6 EMN22i CDT10, EDT22B, EDT22AP, EDT22CKT, EDT56AP ARC50-RP25 #5 3/4 ETB6 ARC62-RP25 #6 '/8 ETB8 ARC75-RP25 #7 1 ETB10 ARC87-RP25 #8 11/8 ETB10 ARC 100-RP25 For SI: = 1 inch = 25.4 mm. 'Rotary Hammer must be used to drill all holes. 2Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. TABLE 9—CURE SCHEDULE' Concrete Temperature ('F) (`C) Cure Time' (hours) 50 10 72 70 21 24 90 32 24 110 43 24 For SI: = 1 °F = (c x 8/s) + 32. 'For water -saturated concrete, the cure times should be doubled. ESR -2508 I Most Widely Accepted and Trusted Page 10 of 14 F171 HOU PREPARAnOH For horizontal, wrticai and overhead applications. cycles seconds, (rein.} it ~.' TJf Vy', a psi min. min. 1. DriO-Drill hole to _ 2 Blow-Ramovedust 3. Brash -f tean with 4. Blow -Remove dust specifaad diameter from hate with oil4rae a nylon brush fora from hole with oil -free and depth. compressed air for a minimum at 4 cyclol. compressed air for a minimum of 4seconds. minimum of 4 seconds. Vote: Refer to Tables A and B forpropar drill bit size and brush part number. t,.GheLtCheck canrldge 2..UpelFopeq mipiratibn date Donal east ldga.pee Use t!ajiiredp[otl�cL: package Prodief'is usatife � instrut:tions: - � 4 until end of printed S. AQBCh-Attach proper 4. Insert -Insert cartridge b. Dispense -Dispense adhesive expiration month. Simpson Strong-TIGO into dispmsing toot. to the side until properly mixed nozzle to cartridge. (uriform color). Do not modify noels. Note: Refer to Tables A and S for proper nozzle and dispensing tool part number. © Mf�M Vertical Anchorage Prepsrathe hole perinstruchons "Hai? Preparation Dry and Damp Holes © 3. Do not dlsturbt 1. Flit-Fllhole Do net disturb 2lnsert-hisen '-%full, 4 clean, oil free fully cured. starting from a,a anchor, taming ?7 7, ?s. bottom of hole ;- slowly ur•.til itte r to prevent r. anchor contacts Ali pockets. the bottom of Q vvfflldrarr u the hate,; ':. nezile.as !late• � a M filk yp,. ., �h s; r 1,. f:......:.: n. !. Enreaaen-mg. 6i' ietiar' ,Note: Refer to Table C for proper cure times and'able D for maximum Jghtening torgua. MMMU7, TTT" Hortzuntal end Overhead Anrirurdge prepare the hole per instructions "Hob Preparation". Install -Install Simpson Strong-TiemARC adhesive retaining cap. (ARC required. P,efer fo Tables A and B.) RIM] starting from bottom of holo to prevent air pockets. Withdraw nozzle ac holo fills up. Threaded rod or:febar 3. Insert -Insert clean, of freeancfivr, turning slowly until the anchor contacts the bottom of the hole. Figure 1 -Installation Details < Threaded Maw rehab 4. Do not disturb -Do not disturb anchor until fully cured. 3. Do not dlsturbt Do net disturb anchor until 4 fully cured. d s?Oe' a,a a fir, qaC . r. Threaded rod or:febar 3. Insert -Insert clean, of freeancfivr, turning slowly until the anchor contacts the bottom of the hole. Figure 1 -Installation Details < Threaded Maw rehab 4. Do not disturb -Do not disturb anchor until fully cured. ESR -2508 I Most Widely Accepted and Trusted Page 11 of 14 Table A - Installation Details for Threaded Rod Anchors (ASTM A307, ASTIR A193 Grade B7, Stainless Steel) 'M AN i Anil Bl126 net me a 1;113 0 1 8 1 jqq 0 In % U le IA Gap GapWarfiNu ILI" ............ � 6 7A 60 % 80 CDT1 0, - ARC60- RP26 9A 'Y4 E186 EMN22i E0T228,, EDT22AP, E0TS6AP ' . I : ARG62-RP25 VA Tib. E BS ARC7&RF2$ TA 1 -ETE1101EDT22CKT, ARC87-RP25 L 1',6 ET810 I ARC100.RP25 1. Rotary Hemmer must all used to drill all hoes. ---2.—Adhe&e RefainIng-Caps; am-totia-used-forhorizortal and -overlead-anchor Installations ordy: Table B - I usla Hall on De lai Is for R ei Murcing Bar Anchors (ASTM A615, Grade 60) Ulamete WMM Sup :PNL -4 7b� 20 IA so 3/A � 6 7A 60 1 80 w SRI #4 % M6 CV110, ARCM111125 is V4 EMN221 E0T229, EDT22AP, EDT22CKT, EDT56AP ARC62-RF25 46 % ETES ARC75-RF26 #7 1 E'IH10 ARG87-RIr15 #8 1'% ETR10 ARG100-RP25 i. notary mammor ITILLSIM 41000 TO Onff an nano.2. Adhesive Relaining Caps at to N used forhorizontal and ovedead anchor Installaflons only. Tahiti C - Dim Sjohiarlifla Canorete - va-C U i wr 60 10 72 70 21 24 90 U 24 110 43 24 1. Fa ivater-saturated coacmM, the cure 11mas should b3 doubled. Table D - Maximum Tightening Torque - anta-, ightening 1 Mule WMM 20 IA so 3/A 45 7A 60 1 80 Figure 1— Installation Beta! Is (continued) 5/ ESR -2508 I Most Widely Accepted and Trusted Page 12 of 14 A 70. 1b; beiermlhe If a rodlim: :.SETMP' 2751b.. oftefth I bleLcii4 Jo:a.maximum short rfi filurry ( -i Ai ef. Mtemperature .o -7 providedmi CALCULATIONS AND DISCUSSION REFERENCEI_01: 'CALCULATIONS AND DISCUSSION REFERENCE t. Q'et6ftih'e,*thg,loi5rq'opns�k. 4nd: 41 Co,ncig b-!e3-kbu-tcapgpk1 y shaar;clesign loads: vncl6r 1ension. loaclingr j. ;0G, Eq ,tq;=,T:6: 4406. -N , cp; EqAAcb, fP Where;- T.hs.,is?a:;combl'ned:lensibniand,,shear;interacb on problemwherevaluesforboth Ne and 0',ne6cl I , — to OtOrmined,:O,'Mh.�-,th #.16. sser.b,the, 6 -#sign substitWhg- tension Strength controlled by steel (�N,j, A - A.Mb lhe.'desi6n:sfietr p -.cp, - .' {Ancltor'iriris..tafled'iria lerfsioR'zone, therefore,: SIM capacity flndertension1oading: 0,iV�'a z`Nua° ca,min vhen,�4, f �ip:,k 1, 5 `hef Eq. 0- 0.7.5 y,,observationj:�cg.niih< f5he n,,= -A si 1.76 saw .(noisu.pplementaq,.rOfhforcemeMl:provid6d) AVcb Eq .25 in., A.75 irr. Avc 11475 0163 ANco 1J32-25 Calculatingfor Nca =.0'65: x - 6u,1;IO x, 0-..78.-x1 x - 1-7.,-x Sklion5.3 Figyrq-gDamp* 0,41CUlAtion 0 ESR -2508 I Most Widely Accepted and Trusted Page 13 of 14 CALCULATIONS AND DISCUSSION REFEBENCE 'CALCULATIONS AND DISCUSSION REFERENCE 6.,Acffiesjwafthot.Qa ,p.acity.,.Ijndetle.risi9. .op.lbadin - $'edori.A. "g. 6bncfel'6,."breakod't-capacity,;undershear kading: R.62; :Afba E4, Na d,,Na Nao. ANao.:-V Av,do lb., :EO., Mom :Eq ;.(646d):145QV-.. 6=,7(—L) " ,rd ,T Eq: (D-24) M-1450 sufislitulinq. - AV, 0.2 scrNa 1 6.46": wEg.,-. q8) 0'=-036. kcondifibn,g� (no 'sVpp r3rrA t,.,.-Provido,4) V!BQ rya .7..,+. amin -0 Since WnIn 'E lb fn N i2 veb -44Q. f 0.-7 8 AW x,2(LUaj)(1;5cai): Sig. RD.,6;2--.f'(a). ve .o:=-A;%,f( -4cy:0 Q! Ta66-5' - I'VE R62T &aic,ulaiihg,iop WL: 06 0 161 ... A . 7) • f 66',93;OX 0 V. (j� MiRg, Cr9Gkh79.4Vserv4c'ol toads) J: dhe�k..*ail.,Iailute:modesfunder,ienS'ion:ioacgng. Steel ca;pacifjr .= 1:3313db.. Concrete breakout pa6ity =,2.-',592-16* cal =-1.75 irf, ap b i—Ontrols 4ax -5. :S�qctfqo� -�, �Nn 7;368 Ib as;adhesnte capacity Wfols 500x (T -Z5). x Q,lb: OK, T Siad cagac'qj, under..'shearloadihg-.. 9.. Contrele ryqut-,ca pabty. Sectiff-4, f'.7 V60 hl k - Calculating for $V _p A7 a brom Adh6sivarcapacity:calculation .without. "factor M!i,— Q % -x.-10`050. =16,923-1ti 44yIb. —OK kb 88.16. Md&.,cqncQ#calcination WqiOWi,'o jae(qr Y -M(3:644= 7,20 coiltr Is .7 0 (0,7) (7' 440r h K 'Fi'gure2'.— Example Ci_t.c_ul.i.fl..io_n...4.c.onl.inu qj " E51R�508 I Most Widely Accepted and Trusted Page 14 of 14 �'�.he.c..k:.a.11*,..fai.lum.qops u..nd.er::.sh,q.ar 1padiing: ama A7d# apacity« Olb.- *61tout capici I V, . q . Rqtr I " I If. 9' 1 Jfidrtbil .9. :ddiiiowstren th"is' Am Uzi It'62.,'O". 'N*h��mhen-..ihe%fd.li:shea,r.- fib P,11.vOit plollhe: cq. Thereloce: ,ka M&a io 0,47 + 0J -2-':-7/K: yOk 5W A SIA -5. 1. q- !Tl ry, . 0 . On , 0,07 -MA, h Is" ck iiimo 'opoo;gdko+siVe;ai,'a:4��'oni6admont,d'epI ` a 'O -q siAlw. ffili&J60 61`700'jo." Opj!pd-�qr.vjc#3e6s ion -and, i land.47.��.W.j rssgsiii6' . .. F.igyre!..2,-.—tXa.MD.I.et.a-tc,u.latioit.(q-qntnu