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04-5915 (PAT)BUILDING & SAFETY DEPARTMENT P.O. Box 1504 _(760).777-7012 c��t019`'7,8-495 CALLS TAMPICO FAX (760) 777-7011 D u L�A QUINTA, CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 r,� 2004. BUILDING PERMIT �1fA.pa,t-ron Number . . 04-00005915 Date 9/14/04 Property Address . . . . . . 80465 VIA SAVONA APN: 772-410-010-W -29894 - Application description- PATIO COVER - COMMERCIAL "Property Zoning . . . . GOLF -COURSE Application valuation 2234 Owner `Contractor ND LA QUINTA'PARTNERS A & M CONSTRUCTION 81 -100 -AVENUE 53 P.O. BOX 366. LA QUINTA _SCA 92253 LA QUINTA CA 92253 (76.0) 564-4832 Permit `PATIO COVER PERMIT Additional desc Permit ° Fee' 54.00 Plan Check Fee' ., 35:10 Issue Date . . 'Valuation 2234 Expiration Date 3/14/05 Qty Unit Charge Per Extension BASE FEE 45.00 1.00 9.000.0 THOU BLDG 2,001,-25,000 9.00 Special Notes and Comments 168 SQ. FT. PATIO ADDITION z Other Fees . . STRONG -MOTION (SMI) - COM .50 Fee summary Charged Paid Credited Due Permit Fee Total 54.00 .0.0 00 54:00 Plan Check Total 35'.10 00 .00 35. 10 Other Fee Total .50 .00 .0.0 .50 Grand Total 89.60 00. .00 89.60 P.O. Box 1504• �� VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 4 4. INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: ,-`i 13- Date: ' /s^ O</ Applicant: I Architect or Engineer: Applicant's Mailing Address: Gill" Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my Lice is iP full force and effe �� ,�G License Class l License No. U Date �,—1,r9' 0q Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). UI, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the project:with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. , BA P.C. for this reason J Date WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issueci My rkers' compensation insurance carrier and policy rygiibe ar Carrier `� �'I z Policy Number �1A -K1 _ I certify that, inWe performance of the work for which this permit i ued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of Californ , and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, 1 shall forthwith comply with those pr isions. r Date Cl— L5_'V Applicant WARNING: FAILURE TO SECURE WORKERS'. COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit toancellation. I certify that I have read this application and state that the abov, information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this cou to enter upon the above-mentioned property for inspection purposes. Date_ L—o4gnature (Applicant or Agent): — z v Fx. Eclipse Engineering,Inc., c o n s u I t I n g a 'n g I n e e r s August 25, 2004 CITY OF LA QUONTA Michael Myers BUILDING & SAFETY DEPT. Nick Fullerton Architects, PC ��®��® 424 S. Main St. � FOR CONSTRU TION Kalispell, Montana Re: Wood Trellis Addition1 ' DATE .---1-1310�_ BY Hideaway Range La Quinta, California i Michael, u As requested, we have completed a structural analysis on portions of the above noted existing structure to determine if it can support additional vertical and lateral loading caused by the addition of the wood trellis as shown on the plans by'Nick Fullerton Architects dated July 20, 2004. The trellis attaches to the existing house, which is a conventionally framed wood building. The trellis structure also attaches to the existing screen wall, which is cast-in-place concrete. Our analysis was based on the worst-case design scenario for both added vertical load and- lateral load caused by the addition of the trellis. The trellis structure adds approximately 16 pounds per linear foot of weight to the existing building wall. Thus, the additional vertical load to the wall will be less than 5% of the. original design loading. In addition, the main lateral force resisting system (MLFRS) of the building was checked for additional loading from the trellis and the additional lateral load to the wall (wind or seismic load) will. be less than 5% of the original design loading. Both the existing MLFRS. and the existing wall framing are adequate to resist the additional loading. Also, the existing concrete screen wall is structurally adequate to support the additional vertical and.lateral loads. Eclipse Engineering, Inc. has only reviewed the adequacy of the existing building and concrete screen structure to support the additional vertical and lateral loading incurred by attaching the wood trellis as shown on.the plans by Nick Fullerton Architects. We take no responsibilityfor any other element or the structure as a whole. If you have,any further questions or comments, please contact me. �pF Sincerely, �o Y L sP Eclipse Engineering, Inc. �ry Troy Leistiko, P.E. o Project Engineer ¢ . 9 Enclosures: Nick Fullerton Architects plans (dated 7/20/2004) 9T EN G`�c�p��e F OF A� EXPIRES. 3o S 1n St West, 2ndFloor Missoula, Montana 59802 Phone: (406) 721-5733 Fax: (406) 7214988 www.edipse-engineehng.com Eclipse En,Inc• co n s u I t I n g a n, g I n® e r s July 29, 2004; Michael Myers Nick Fullerton Architects, PC 424 S. Main St. Kalispell, Montana Re: Wood Trellis Addition' Hideaway Range La Quinta, California Michael, As requested, we have completed a structural analysis on portions of the above noted existing structure to determiner - if it can support additional vertical and lateral loading caused by the addition of the wood trellis as shown on the plans = by Nick Fullerton Architects dated July 20; 2004. The trellis attaches to the existing house, which is a conventionally framed wood building. The trellis structure also attaches to the existing screen wall, which is cast -in-place concrete. Our analysis was based on the worst-case design scenario for both added vertical load and lateral load caused by the addition of the trellis. The trellis structure adds approximately 13 pounds per linear foot of weight to the existing. building wall. Thus, the additional vertical load to the wall will be less than 5% of the original design loading. In addition, the main lateral force resisting system (MLFRS) of the building was checked for additional loading from the trellis and the additional lateral load to the wall (wind or seismic load) will be less than 5% of the original design loading. Both the existing MLFRS and the existing wall framing are adequate to resist the additional loading. Also, ° the existing concrete screen wall is structurally adequate to support the additional vertical and lateral loads. Eclipse Engineering, Inc. has only reviewed the adequacy of the existing building and concrete screen structure to support the additional vertical and lateral loading. incurred by attaching the wood trellis as shown on the plans by Nick 'Fullerton Architects. We take no 'responsibility for any other element or the structur le. a If you have any further questions or comments, please contact me. pY Is Sincerely, C 5739 Eclipse Engineering, Inc.. Z� p Troy Leistiko, P.E. �-11r �� Fru G ti�A``�� I' Project Engineer F of A �i Enclosures: Nidc Fullerton Architects plans (dated 7/20/2004) EXPIRES: �° TV 0 LA NY AFTY DEPT, BUILDIN2342b h 1q. tTW@A,2nd Floor AP P FM ssoula, Montan 59802 (406)t7�1-573 . � FOR CONSI?h e�. r ......:, c^(406) 721 ^^ 8I f I CITY ®�iaw BUILDING & SAFETY DEPT. APPROVE® FOR CONSTFUCTION DATE �I�31 B �c�� R G� fUk r - C-2'584 0.31CD REItiEVVI,L D;,TE� a w VI I CITY ®�iaw BUILDING & SAFETY DEPT. APPROVE® FOR CONSTFUCTION DATE �I�31 B �c�� R G� fUk r - C-2'584 0.31CD REItiEVVI,L D;,TE� a w VI per`� V W ' F'. '- . • .. w yin - • •- a - ■ _ 3 xb R.S. CEDAR .� . .. 9 PURL INS ®I6 O.C. TYP. "` - , .,••• - :•� _ . _ _ 9 . 3/8' LAG BOLT TYP., 3'xb' R.B. CEDAR PURLIN -� COUNTERSINKJI - EQ. TYP. Q. TYP. e . } ..:. 6,x6' I R.S. CEDAR COLUMN TYP. �` C uj .. 3'x12' R.S. CEDAR BEAM (2) 1/?' TWR�I BOLTS ' COUNTER SINK AND.PLUG - dD ;- *I • I �URL IN +TO.•: BE AM - HOLES, STAND 1/2' PROUD A 1' , " WITH'DOWEL / PLUGS TYP. CITY OF LA QUINTA 4 BEAM TO. COLUMN BUILDING & SAFETY DEPT. ~ SCALE: 3'01'-0' APPR®VEDi 9V 4.EQ. EQ. - - FOR CONSTR JCTION s DATE l VL BY °6. A — j 6'x6' R.S. CEDAR COLUMN. ' • C (2) 1/2' THRU BOLTS i PLUGS TYP. 3 :r KNIFE PLATE - Q) ' ` 4' WIDE BY 10' HIGH $Y' THICK SES ARCS • 3'x12'. RS. CEDAR BEAM �' F U }•� CUT, � EXISTING WALL PROFILE v SN 2 BEAM END CUT" - v WITH BRICK CAP v 0 ` _ SCALE: 3' a 1'-0. t _, • REPAIR HOLE WITH -^9 84 a5, NON -SHRINK GROUT - - •CUT BEAM INTO �� _ .. • . PLASTER TO BROWN ! DOUBLE NUTS. TO LEVEL 12G t�Ef�lEbVAL DgIE COAT d REPAIR - PLAT TYP. 5 •3.�.0 ' USE COPPER F ' _ • PLASTER FLASHING g _ l2) ALL THREADS BEAM TO WALL TOrTO LL, MIN' CONNECTION I' i' 5' EMBEDMENT INTO CONCRETE '- - —. — — — t �-�'R 4■ NOTE: THE LENGTH OF EMBEDMENT THROUGH F - THE BRICK CAP DOES NOT ON T TW w - A CONTRIBUTE O E �� •'J�" MIN.EMBED, . T REQUIRE. T. AR(Ef ,� �� .• °3'zl2' R.S. CEDAR BEAM -� �e Q - - . - - _ O�l u�: r LINE OF EXISTING •DIA. LAG SCR r �(y\�- v� '�j y rJ COL.MMN PLASTER 32O.C•, COUNTER d�" \}�' � ^.... -j I AND PLUG HOLES �,9�' �d SCALE: 3 = I'-0 �� SPE p1,j� t 3 BE14M TO UJ�L 1 :� co, SCALE: 3'e 1'-0' t , Eclipse Engineering, Inc. c o n s u l t i n g e n g i n e e r s 235 North 1st St. West, 2nd Floor Missoula, Montana 59802 -- Phone: (406) 721-5733 Fax: ,(406) 7214988' www.eclipse-engineenng.com Structural Memorandum #1 Date: ` August 25, 2004 CITY OF L A Q.UINTA _ Project: Trellis Addition — Hideaway Range HouseUUILDING &SAFETY DEPT. 80-465 Via , Savona La Quinta, California 'APPROVE Plan Check No.:. 04-5915 (V check) T N FOR CONS . R CTION ' DATE1 �3 BY To: Mike Myers Nick Fullerton Architects 424 S. Main St Kalispell, Montana 59901 From: Troy E Leistiko, PE C: none Re: - Respond to Plan Check Items (attached) 1. Revise to indicate 3/8" � epoxy bolts into concrete stem wall (5 -inches embedment into concrete stem wall). 'Reference attached booklet for anchor calculation. Add structural observation note to plans. 2. Change lag screw to 3/87 x 6" and penetrate into the existing wall . studs. ` 3. Reference the attached booklet for the beam calculations. END OF STRUCTURAL MEMORANDUM #1 Eclipse Engineering,'In'• c o n s u l t•i n g, e n g 1-n a e,r s h F LJ QUJINTA '& SAFETY DEPT. P ROV EI® ONSTRU E f • Structural Calculations. — BY { :'Trellis Addition Hideaway Ran a House � La, Quinta, California �4¢� o L �. C 572, ,. ENG • �xPia�s: 34 v � Prepared For: d Nick,Fullerton Architects ` 424 5. Main St. Kalispell, MT 59901 structural mechanics 235 N.1st St. West, 2nd Floor Missoula, MT 59802 s Phone: (406) 721-5733 ' Fax: (406) 721-4988 Eclipse Engineering; r. 8 -U --% � � ► s 00.nauItIng. engineers 235 N. First St Wast Mumma Missoula, MT 59802 r Q u l F, tT� S G A NEXT Ph: (408}721-5733 oemunw r)ATE: _ - :�— DE51GH BY: ONUSIXa NOWWY 9111TAI 34 DESIGN VALUES . l Table 4A Base Design Values for Visually Graded Dimension Lumber (2"-4" thick)1,2 jj (Cont.) (All species except Southern Pine — see Table 4B) (Tabulated design values are for normal load ) duration and dry service conditions. See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS AVW0111111 AMERICAN WOOD COUNCIL 3 /-1 1 Design values in pounds per square inch (psi) Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Species and Size Bending to grain to grain to grain to grain Elasticity Rules commercial grade classification Fy Ft F„ Fu F, E Agency Select Structural 1150 675 170 820 1000 1,400,000 No.1 825 500 170 820 825 1,300,000 No.2 2" & wider 800 475 170 820 625 1,200,000 No.3 475 275 170 820 375 1,100,000 NELMA Stud, ° i n 2 r _ 25� 37_ 7 r� REDWOOD Clear Structural 1750 1000 160 650 1850 1,400,000 Select Structural 1350 800 160 650 1500 1,400,000 Select Structural, open grain 1100 625 160 425 1100 1,100,000 No.1 • 975 575 160 650 1200 1,300,000 No.t, open grain 775 450 160 425 900 1,100,000 No.2 2" & wider 925 525 160 650 950 1,200,000 No.2, open grain 725 425 160 425 -700 1,000,000 RIS No.3 525 300 160 650 550 1,100,000 No.3, open grain 425 250 160 425 400 900,000 `'Stud & w` iiie� 575' :325 160 t . 425" "�" r"450 900000x:. �'Go71Sf1Lctipn,x¢25 F E g`»9y 4715 `25r A v 16� tr Et25r r - 925 X900 000"_ �a�rtl r 2 wideA' d50}� �� a , 160 ! e X425 �� 725' Fx-:.9001©OOz Select Structural 1,500,000 1250 700 135 425 1400 No.1/No.2 2" & wider 875 450 135 425 1150 1,400,000 No.3 500 250 135 425 650 1 200 000 NLGA tAVd� r 2�p 675y T 1 n5 01-bfttVucti F �u y 3 + w 4% CYr rq y rStandakd,nn�r�`'ix't 4�Kdez ti f 550 x75 r� x'425 ' r t1}150?k 2trOpO"t �'° t#. �3# :..11 Uttl • Select Structural 1300 575 135 335 1200 1,300,000 No.1 875 400 135 335 1050 1,200,000 No.2 2" & wider 775 350 135 335 1000 1,100,000 NELMA No.3 450 200 135 335 575 1000,000 NSLB WCLIB Stud b xxF A`:„ W-,� z 2& wider� Jab: !-��. 600. 275 f735 Yl..qrr 'j '°�- .y.pl. 33 �x 625 9'000 000' .'- hgCi• ,�7 oristructron ra q s `? F , U ytt .fg4 dOQ�k+f135 mM `t� a 35 a"12� 1OOiStO(70 a 900 WWPA 1St�antlrd j t2, 4 v✓Id�Y 500 r X225VFYx��gi35 . ��c 335 „u n1A00s�E 000 ,, fc1' �,d.Y jl' '".'' "135`„? r' •?, B7Sti �9OO Q06`,�Ft n%sem M-. ,��t';2�25` ;"�.r .�;t'OO+'�.T, „'r ..335` ,J. 1Fn .J 425 1,100,000 Select Structural 1000 600 155 1000 No.1 725 425 155 425 825 1,000,000 No.2 2" & wider 700 425 155 425 650 1,600,000 No.3 400 250 155 425 375 900,000 WCLIB 2 &cwlder, t - 550 325 , "' 15 - _ , 5 X 400 g� 900 000 W W PA CtSnstrUctton 'J 3 _ �tlltty�,,.?+�,.,.,�,�:', �. "S�' '.�.s. $; rP � �•_.};�cri225°`r `gn'.,.1.25e,`"ystx 5155' r 425tri�,�':i; tr�r8p,0+000``x:: ,425��.F°. AVW0111111 AMERICAN WOOD COUNCIL 3 /-1 1 i .Eclipse Engineering, Inc. Hideaway Trellis 08/25/2004 P Structural Design Engineers Beam Calculations Troy E. Leistiko, PE 'LABEL: B1 SIMPLE SPAN BEAM 1b p =2.8 ». L:= 7.167-ft ---2.8.— ft ft (Maximum) lb 0--ft w lige := w = .2.81b ft :1 ui dead := w - w live k:= 10001b Cf := 1:3 Cf, := 1.00: C,:= 1.00 Cd := 0-9' Fv-:= 155-C lb v d F 225•G •C -.0 •C 1b E := 800000- lb b := f r d fii 2 . 2 2 F � In M. Fv =. 139.5 lb Fb = 263.3 lb int. int R:= 1 •w •L R = 16.034 lb . 2 ,. Vd:= 1 wL M:= --w-L-2 A:= L 2 8 360 Vd= 10.0341b M = 17.9781b-ft 3 Vd M 5•(014 Areq := Sreq = Ireq 2' Fv Fb 384-Ep A eq = 0.108 int S feq = 0.82 in3 Ireq = 0.87M4 _.Use 3x.6 Western Cedar _. • - •- b := 3 in d := 6-in b d2•q b d A:= b•d-q S:= I:= q 6 12 • . A = 18 int S =118 in3 . , I = 54M4 3 Vd M 5+) live + 1.0•w dead)-L4 fv ._ _ _ f :_ _ b A ._ 2 A • S 384 E•.I 4 ,• 5' w lb fv = 0.8 — lb fb = 12— live•L Olive := 2 . 2 384-E-I in . m A = 0.004 in Olive = 0 in L = L 22351.8 = _ A Olive • r . l9 Eclipse Engineering, Inc. Hideaway Trellis 08/25/2004 =. Structural Design Engineers Beam Calculations Troy E. Leistiko, PE SIMPLE SPAN BEAM L := 9.667•ft (O:= 2.8. lb ft .. (Maximum) lb .(Olive := 0 ft (O= 2.81b ft 1, (Odead = (O- w live k:= 10001b • Cf := 1.3 Cfu:= 1.00 Cr := 1.00 Cd := 0.9 F 155•C • lb Fv == d F 225'C •C •C •C lb E:= 800000• lb b= f r d fu' 2 : 2 -2 z m m b: Fv. = 139.5 .12. Fb ='263.3 a JAI M M . R:_ (O •L R = 13.534 lb 2 Vd := •(O•L M:= .(O L2 0 • 2 8 360 'Vd = 13.534 Ib M = 32.708lb- ft 3 V d M Areq = 2 S req - I req := Fv Fb 384E Ar,= 0.146 int Sreq = 1.4911 Iieq = 2.134 m _ . • - • : - b:= 3 -in d:= 6 -in q:= 1 b b d A:= b-d•q �. S:=, .q . I:= .q 6 12 e A= 18M 2 S = 18in I = 54 in4 k 3 Vd M 5+) live + 1.0•(Odead).L4 fv :_ —•— fb :_ — A:= 2 A S 384 -E -I 5 (O L4 fv = 1.1 lb fb = 21.8 lb Olive := live' 2 2 384•E•I M in A _ 0.013 in Olive = 0 in L=9108.6 A Olive Eclipse Engineering, Inc.,1 Hideaway. Trellis 08/25/2004 Structural* Design Engineers. Beam Calculations Troy E. Leistiko; PE 'I WIN SIMPLE SPAN BEAM , r L:= 8.00 -ft w := 28 — only the inner (Maximum) ft'beam su• • • ` lb a a (five:= 0•— ft w'= 281b i. 1 F w dead := w — til five, } .k •= 10001b Cf := 1.0 _Cf„ ;= 1.00 Cr := 1.60 Cd := 0.9. F :— ,155-Cd----7l v=2, F 225 C ,C ;C C lb E * 800000• lb ` f r d fir -2 ,b:= 2 ;,j lb lb in in FV = 139:5 Fb = 202.5 { E 2 2 in in E R:=-2 w -L R= 1121b 1 Vd: w 1 --(D-1? M• y L -L . 2 8 360 Vd= 1121b M = 224lb•ft 3 Vd M 5-(00' Amq '_ Sreq := Ireq 2 Fv Fb 384 -E-A ACeq. = 1.204 int SCeq = 13.274 in3 ICeq 12.096 in . • - • - b:= 3 -in d:=,12 -in q:= I ` + . b• d2 C b'•d3 -A:= b-d•q S.:= •q I := q 6 12 A= 36M 2 S - 72'in3 I = 432 in 4 3 AVa S'�w live +, I.0'w dead)'L4 fV fb 2 A` : ; S - 384 -E -I Ib b 5•w L live' fv _ 4.7 fb = 37 3 Afive := 2 2 384•E-1 A = 0.007 in Alive = 0 in ' = 12857.1 L =.• - A Alive Eclipse' Engineering, Inc. Hideaway Trellis 08/25/2004 Jt .. Structural Design Engineers Beam Calculations' Troy E. Leistiko, PE t SIMPLE SPAN BEAM lb lb L:= 32 -in w := 16•— + 5.6 -- ft ft (Maximum) lb 0' w live := ft w = 21.61b ft l . w dead := w - w live k:= 10001b Cf := 1.0 Cf„ := 1.00 Cr := 1.00 Cd := 0.9 F := 155-C - lb v - d F 225-C -.0 -C .0 lb E := 800000- lb. b�= f r d fu'. .2 2. , . 2. "I Fv 5-7--7 M m = 139.5— Fb = 202 In lII r R:= � -w -L R = 28.81b, , 2 Vd : 1 w' L M:= 1 ca .L2 A .- L i ! 2 • 8 360 Va = 28.8Ib M = 19.2lb-ft 3 VdM 5-o L4 Areq Sre9 _ I�q r 2 Fv Fb 384-E-0 . Areq = 0.31 int _ Sreq = -1.,138 in3 Ireq = 0.346 in4 ` Use 3x12 Western • . • - • - b:= 3 -in d:= 12 -in q:= I • t b d2b d3 . A:= b-d,q S:= •q I:= -q 6 12 A'= 36M 2 S,= 7213 1= 432 in ..3 V d I M Y 5- (A live + 1.0 w dead) 14 f f. _ b 0_ 2 A S 384•E -I 5- L.. w fv,= 1.2 l-,.3.2 Alive:=' .1 384EI in m A = 0 in Alive ='O in K L = L 450000 0 Olive NATIONAL. DESIGN O• WO93 OD, Table 11J LAG SCREWS: Design Values (Z) for Single Sh r (Cont.) (two member) ConnectionsI,2r3 0for Sawn Lumber or SCL with both members of identical sp ific gravity 11 \J d G=0.36 E N 33: Eastern Softwoods Spruce -Pine -Fir (S) d v o m 6=0.43 G=0.42 G/.37 Western Cedars G=0.35 65 `p Hem -Fair Spruce -Pine -Fir Redwoodain Western Woods Northern Species to D ZII 2,1 Zm.L Z.L Zi, Zai Zml Z_L ZII is. Zn L Zl ZII 4L Zm1 Z.L ZII Zel Zml Zl In. in. lbs. lbs. lbs. lbs. lbs., lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs. lbs... lbs. lbs. 1/2 1/4 110 80 80 70 110 80 80 70 100 70 70 60 100 70 70 60 90 70 70 60 5/16 130 90 100 80 130 90 90 80 120 80 90 80 120 80 90 70 120 80 80 70 3/8 140 80 100 80 130 80 90 80 12 60 90 60 120 60 80 60 120 60 80 60 5/8 1/4 120 80 90 80 110 80 90 70 - 1t000 70 80 70 100 70 80 60 100 70 70 60 5/16 140 90 100 90 140 90 100 `90 1 80 90 80 130 80 90 80 120. 80 90 70 3/8 140 90 100 80 140 90 100 80 1 80 90 70 130 70 90 70 120 70 90 70 3/4 1/4 130 90 100 80 120 80 90 80 1 0 80 80 70 110 70 80 70 110 70 80 70 5/16 150 100 110 90 150 100 110 90 1 0 90 100 80 130 90 90 80 130 80 90 80 3/8 150 100' 110 90 •150 90 110 90 0 90 100 80 130 80 90 .70 130 80 90 70 1 1/4 140 100 110 90 140 100 100 90 '90 100 80 130 80 90 80 130 80 90 70 5/16 170 110 130. 100 170 110 '120 100 0 io 90 110 90 150 90 110 80 150 90 100 80 3/8 170 100. 120 100 170 100 120 90 0 90 110 80 150 90 110 80 150 90 100 80 1 1/4 1/4 140 110 110 100 140 100 100 100 13 100 100 90 130 90 90 90 130 90 90 80 5/16 180 120 130 110 180 120 130 110 17 100 120 100 170 100 120 90 160 100 110 90 3/8 190 120 - 130 110 180 '110 130 100 170 100 120 90 170 100 120 90 170 90 110 -80 1 1/2 1/4 140 110 110 100 140 100 100 100 130 100 100 90 130 90 90 90 130 90 90 80 .5/16 180 130 130 120 180 130 130 ' 120 170 110 120 110 170 110 120 100 160 110 110 100 3/8 190 130 130 120 180 130 130 110 170' 10 120 100 170 110 120 100 170 100 110 90 X16 1/Z 2901 ; 70, ; ;90 15Q' 350 tc190 =20. 80' 9280 X350 ; 160, y 190 1;96 1 0 - 2,40' . 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'3 'O.• .2dU .•960 '. 2' 0 00 21;0 3/4 740 400 480 340 730 390 . 470 340 670 330 420 300 660 0 420 '300 640 310 410 290 7/8 970 450 610 440 950 440 600 440 880 370 540 370 870 360 530 360 850 330 520 330 1 '. 1210 490 750 490 1200 480 740 480 1110 400 670 400 1090 380 50 380 1070 370 640 370 21/2 1/4 140 110 110 100 140 100 100 100 130 100 100. 90 .130 90 90 130 90 90 80 5/16 180 130 130 120 180 130 130 120 170 120 120 110 176 120 120 110 160 110 110 100 3/8 190 130 130 120 180 130 130 110 170 120 120 100 170 120 120 100 170 110 110 100 7/16 a 290' 190 1'90 170 0'' `1113118"i"! 190 •+ 190 240240.x'2200. 17,0 1270:50 9 20 0' 250., 530'x° `2?1 ' 320, %370 290 ,550.. 92 °' 340. 540. 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Tabulated lateral design values (Z) shall be multiplied by all applicable adjustment factors (see Table 10.3.1). 2. Tabulated lateral design values (Z) are for "reduced diameter body' lag screws (see Appendix Q inserted In side grain with screw axis perpendicular to wood fibers; minimum screw penetration, p, into the main member equal to 8D; screw bending yield strengths (Fyb): Fyb = 70,000 psi for D = 1/4"; Fyb = 60,000 psi for D = 5/16'; Fyb = 45,000 psi for D z 3/8" 3. When 4D5p<8D, tabulated lateral design values (Z) shall be multiplied by p/8D. �7 r (1 AMERICAN FOREST & PAPER ASSOCIATION Eclipse Engineering; Inc. A" Ply T�� s c o n.e u l t i n g e n g i n e r s smimurAL 235 N. M st St West ��11 Sm;Lrnm Ns Missoula, MT 69802 W U l t`ITA—� R Lf NEXT Ph: (408)721-5733 DESIGi�I BY: www.eetmt.com , �Zby -r ��e� t-►€� —12 cA r- tTY . �N� .- �,�/�' ,P�s . C t�l€•.G t� �,,1 . lcr-LVLT-S TPLATV- • . a , f�. . . . . . . . . . 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Issued July 1, 1999 Filing Category: FASTENERS—Concrete and Masonry Anchors (066) EPCON ACRYLIC 7 AND MAXIMA 7 ADHESIVE ANCHORING SYSTEMS ITW RAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1.0 SUBJECT Epcon A7 Adhesive Anchors and Maxima 7 Capsule An- chors. 2.0 DESCRIPTION 2.1 Epcon A7 Adhesive: 2.1.1 General: Epcon A7 is a stud -type adhesive designed for anchoring and doweling in normal -weight concrete and concrete masonry units with threaded rod and reinforcing bar. 2.1.2 Materials: 2.1.2.1 Epcon A7: Epcon A7 is a methyl methacrylate adhe- sive packaged in either an 8 -ounce (235 mL) or a 28 -ounce (825 mL) cartridge. The dual -component cartridges, as- sembled with a 10:1 ratio of adhesive to activator, are used with manual or pneumatic dispensing tools and plastic mixing nozzles to ensure proper mixing of the two components. Ep- con A7 cartridges have a 12 -month shelf life when stored at temperatures of 40°F to 80°F (A0°C to 26.7°C). The adhe- sive may be used with threaded steel rods that are 3/8,1/2,5/8, 3/4.7/8, 1 or 11/4 inches (9.5,12.7, 15.9, 19.1, 22, 25.4 or 31.7 mm) in diameter. Steel rods must conform to either ASTM A 307 [F„ = 60,000 psi (415 MPa), minimum]; ASTM A 193, Grade B7 [F„ = 125,000 psi (860 MPa), minimum]; or ASTM F 593, Grade F 593A, Alloy Type 304 [F„ = 115,000 psi (795 MPa), minimum]. Epcon A7 may also be installed with deformed reinforcement bars ranging in size from No. 3 to No. 11 and conforming to ASTM A 615, A 616, A 617 or A 706 (minimum Grade 60). 2.1.2.2 Umbrella Inserts: The plastic Umbrella Inserts con- sist of a white spring assembly positioned inside of an orange, slotted conical body. The spring assembly allows the insertto adaptto thewall thickness ofthe concrete masonry; the body; which is placed in the void behind the wall, holds the adhesive in place. The length of the umbrella body is 2 inches (51 mm). The total length of rod required for each anchor is equal to the length of rod in the umbrella body [2 inches (51 mm)] plus the wall thickness plus the length :,f rod projecting from wall. The umbrella inserts are to be utilized only.with 3/8 -inch -diameter (9.5 mm) threaded rod. The plated, carbon steel Umbrella Sleeve, used in conjunc- tion with the plastic Umbrella Insert, is internally threaded to accept a 3/8 -inch -diameter (9.5 mm) threaded rod. The total length of the sleeve is 3 inches (76 mm). The 11/4 -inch (31.7 mm) length atthe open end ofthe sleeve is vertically grooved on the outside surface, and has an enlarged outside diameter that is positioned inside the wall face shell during installation. The remaining 13/4 inches (44.5 mm) of exterior length is hori- zontally threaded. The total length of rod requiredfor each an- chor is equal to the length of rod in the umbrella sleeve [approximately 1 inch (25.4 mm)] plus the length of rod pro- jecting from the wall. 2.1.2.3 Stubby Screens: The Stubby Screens consist of stainless steel screen tubing that is open at one end and closed at the other end. The 11/4 -inch (31.7 mm) lengths at the open ends of the screens are enlarged and positioned in- side the wall face shell during installation. The 1/2 -inch -diam- eter (12.7 mm) Stubby Screen has a total length of 31/2 inches (89 mm) and the 5/8 -inch -diameter (15.9 mm) Stubby Screen has a total length of 41/2 inches (114 mm). 2.1.3 Design: Allowable static loads for anchors installed in accordance with this report are shown in Tables 3 through 10. These values must be adjusted for in-service temperatures in accordance with Figure 1, and for spacing and edge distance effects in accordance with the footnotes to the tables. Allow- able loads for anchors subjectto combined shear and tension forces are determined by the following equation: 5/3 5/3 Concrete: (P') + \ Lt/ s 1 Masonry: P) V0 (P$/ + \V sl s 1 where: PS = Applied service tension load. Pr = Service tension load. VS = Applied service shear load. Vt = Service shear load. Anchors are not permitted to be subjected to vibratory loads such as those encountered by supports for reciprocating en- gines, crane loads and moving loads dueto vehicles. Anchors are permitted for live load, dead load, earthquake load and wind load applications, except as noted in the tables. 2.1.4 Installation: 2.1.4.1 Installation in Concrete and Grout -filled Con- crete Masonry Walls: Anchors are installed in normal - weight concrete of various compressive strengths as speci- fied in Tables 4, 5, 7 and 8, and in grout -filled concrete masonry walls.as specified in Table 10. Installation require- ments are tabulated for various threaded rod sizes in Table?, and are tabulated for reinforcement bars in Table 6. The mini- mum installation temperature is 0°F (-18°C); the adhesives may be placed withoutwarming. Holes are drilled to predeter- Evaluation reports ofICBO Evaluation Service, Inc, are issued solely to provide information to Class A members of ICBO. utilizing the code upon which the report is based Evaluation reports are not to be constrried as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The ICBG Evaluation Service, Inc, technical staffhas reviewed the test results and/or other data, but does nut possess test facilities to make an independent verificatinn. There is no warranty by ICBG Evaluation Service, Inc, express or implied, as to any "Finding" or other matter in the report oras to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. I / Page 1 of 9 Sage 2 of 9 ER -5560 � I• mined depths using rotary hammer dulls and carbide -Upped erill bits that comply with ANSI B212.15-1994. For installa= ons in grouted concrete masonry, holes must be into the face of masonry units only and are not permitted in mortarjoints. 'Vloles must be cleaned from the bottom with forced air. Awire brush is usedto remove dust and slurryfrom the hole, andthis is followed by another cleaning with forced air. A mixing nozzle is attached to the Epcon A7 cartridge to ensure proper mixing of the adhesive from the dual -component system. Be- fore application, the adhesive is pumped out of the nozzle un- til the material achieves a uniform dark -gray color. Dry and damp holes are filled approximately one-half full with the mixed adhesive, and the threaded rods or reinforcement bars are inserted, with a rotating motion, to the bottom of the hole. Water -containing holes are filled approximately one-half full with the mixed adhesive, and the threaded rods or reinforce- ment bars are inserted, with a rotating motion, to the bottom of the hole. The adhesive shall cure in accordance with Table 1 before the placement of attachments. 2.1.4.2 Installation in Hollow Concrete Masonry Walls: Anchors are installed in hollow concrete masonry walls using BTW Ramset/Red Head Umbrella Inserts or Stainless Steel Stubby Screens, as specified in Table 9 and shown in 'Figure 2. The minimum installation temperature is 0°F '(-18°C); the adhesives may be placed without warming. installation requirements are tabulated for various threaded od sizes in Table 2. Umbrella Inserts must be installed in the hollow cells, at least 3 inches (76 mm) from vertical joints and at least 2 inches (51 mm) from solid webs of masonry units. Stubby Screens may be installed in either the hollow_ or the solid portions of the masonry units. Holes are drilled to prede- termined depths using rotary hammer drills and carbide - tipped drill bits that comply with ANSI B212.15-1994. Holes must be into the face of masonry units only and are not per- mitted in mortar joints. Holes must be cleaned from the bot- tom with forced air. A wire brush is used to remove dust and slurry from the hole, and this is followed by another cleaning with forced air. For the installation of the Umbrella Insert, the umbrella is placed on the insertion tool and is then fully expanded over the hold pin. The assembly is inserted into the hole and the tool is disengaged from the umbrella. A mixing nozzle, with a -3/8-inch (3.2 mm) hole plug placed about 1/8 inch (9.5 mm) - from the nozzle tip, is attached to the Epcon A7 cartridge. Be- fore application, the adhesive is pumped out of the nozzle un- til the material achieves a uniform dark -gray color. Approxi- mately 11/2 ounces (44 mL) of adhesive is then injected into the umbrella. The threaded rod, with a centering ring or the internally threaded sleeve, is inserted into the hole with a slow, twisting motion. The adhesive shall cure in accordance with Table 1 before the placement of attachments. For the installation of the Stubby Screens, a mixing nozzle is attached to the Epcon A7 cartridge to ensure proper mixing of the adhesive from the dual -component system. Before ap- plication, the adhesive is pumped out of the nozzle until the material achieves a uniform dark -gray color. The nozzle is then inserted to the bottom of the screen, and the screen is filled completely with adhesive. The filled screen is inserted into the hole until it is below the wall surface. While the tab of the screen is held againstthe surface of the wall, the threaded rod is inserted into the screen with a rotating motion. The screen is pulled flush to the wall surface and the adhesive is allowed to cure in accordance with Table 1 before the place- ment of attachments. 2.1.5 Special Considerations: The anchors may be used within fire -resistive construction, provided the anchors only resist wind and/or seismic forces. The anchors can be satis- factorily installed in walls and ceilings, provided proper con- sideration is given to fire -exposure conditions. 2.2 Epco" Maxima 7 Capsu e. 2.2.1 General: Epcon Maxima 7 is a stud -type adhesive de- signed for anchoring threaded rods into normal -weight con- crete. 2.2.2 Materials: Epcon Maxima 7 is a methyl methacrylate adhesive packaged in glass capsules containing two sepa- rate components. The shelf life of Epcon Maxima 7 Capsules is two years when stored at temperatures of -40°F to 80°F (-40°C to 26.7°C). The adhesive may be used with, chisel - pointed threaded steel rod that is 3/8,1/2, 5/8, 3/4 or 1 inch (9.5, 12.7, 15.9, 19.1 or 25.4 mm) in diameter. Steel rods mustcon- form to either ASTM A 307 [F„ = 60,000 psi (415 MPa), mini- mum]; ASTM A 193, Grade B7 [F„ = 125,000 psi (860 MPa), minimum]; or ASTM F 593, Grade F593A, Alloy Type 304 [F„ = 115,000 psi (795 MPa), minimum]. 2.2.3 Design: Allowable static loads for anchors installed in accordance with this report are shown in Tables 11 and 12. These values must be adjusted for in-service temperatures in accordance with Figure 1, and for spacing and edge distance effects in accordance with the footnotes to Tables 11 and 12. Allowable loads for anchors subject to combined shear and tension forces are determined by the following equation: (f. 53 ,)5,3 where: PS = Applied service tension load. Pt = Service tension load. VS = Applied service shear load. Vt = Service shear load. Anchors are notpermittedto be subjectedto vibratory loads such as those encountered by supports for reciprocating en- gines, crane loads and moving loads dueto vehicles. Anchors are permitted for live load, dead load, earthquake load and wind load applications. 2.2.4 Installation in Concrete: Anchors are to be installed in normal -weight concrete of compressive strengths speci- fied in Tables 11 and 12. Installation requirements are tabu- lated in Table 2 for various threaded rod sizes. The minimum installation temperature is 0°F (A8° C); the adhesives may be placed without warming. Holes are drilled to predetermined depths using rotary hammer drills and carbide -tipped drill bits that comply with ANSI B212.15-1994. Holes must be cleaned from the bottom with forced air. Awire brush is used to remove dust and slurry from the hole, and this is followed by another cleaning with forced air. The Epcon Maxima 7 Capsule is in- serted into the dry, damp, orwater-filled hole and a double -nut is threaded onto the end of the chisel -pointed threaded rod. With an appropriate drive socket and Epcon setting tool, the threaded rod is spun (hammer -drilled) to the bottom of the hole. The adhesive is allowed to cure in accordance with Table 1 before the placement of attachments. 2.2.5 Special Considerations: The anchors may be used within fire -resistive construction, provided the anchors only resist wind and/or seismic forces. The anchors can be satis- factorily installed in walls and ceilings, provided proper con- sideration is given to fire -exposure conditions. 2.3 Special Inspection: Adhesive anchor installations require special inspection in accordance with Section 1701 of the code. The special in- spector records compliance of the drill bit with ANSI B212.15-1994; hole depth and cleanliness; product descrip- tion, including product name, rod diameter and length; adhe- sive expiration date; and verification of anchor installation in accordance with the manufacturer's published instructions and this report. Page 3 of 9 INITIAL SET TIME ER -5560 2.4 Identification: 4.3 The anchors may be Installed In damp or water - The Epcon A7 Adhesive and Maxima 7 Capsule Anchors are 35 minutes filled holes. identified by labels on the packaging indicating the manufac- 4.4 The anchors may be Installed In severe,.moderate turer's name (ITW Ramset/Red Head), product name, materi- 7 minutes or negligible exterior weathering locations, in ac - al type, serial number traceable to production date, and eval- 5.5 minutes cordance with Figure 21-1-1 of UBC Standard 21-1, uation report number (ICBO ES ER -5560). The Umbrella 5 minutes when stainless steel rods are utilized. Inserts and Sleeves are identified by labels on the packaging 4.6 Anchors are Installed in holes and substrates pre - indicating the manufacturer's name (ITW Ramset/Red /t6 drilled with a carbide -tipped masonry drill bit Head), product name (Epcon Umbrella Inserts, or Epcon Um- 13/16 or 7/8 manufactured within the range of the maximum brella Flush Sleeves) and product part number [HBU-38 (for 15/16 or 13/8 and minimum drill -tip dimensions of ANSI inserts), HBU-FS (for sleeves)]. 9/16 B212.16-1994 forthe values setforth in this evalua- The Stubby Screens are identified by labels on the packag- - tion report. ing indicating the manufacturer's name (ITW Ramset/Red Head), product name (Epcon System Screens) and product 4.6 Special Inspection in accordance with Section 2.3 part number (1-1612-312, or HB58-412). 80 is provided for all anchor Installations. 3.0 EVIDENCE SUBMITTED 4.7 Calculations and details showing compliance with this report must be submitted to the local building Data in accordance with the ICBO ES Acceptance Criteria for official for approval. Adhesive Anchors in Concrete and Masonry Elements 4.8 Anchors are not used in conjunction with fire-re- (AC58), dated January 1999, including reports of creep, seis- sistive construction, except as noted In Sections niic, freeze -thaw, in-service temperature, and damp/Wet hole 2,1.6 and 2.2.6. tests. 4.9 Anchors are not used to resist tension forces in 4.0 FINDINGS ceiling or wall Installations unless special consid- That the ITW Ramset/Red Head Epcon A7 Adhesive An- eration Is given to fire -exposure conditions. chors and Maxima 7 Capsule Anchors described in this 4.10 Anchors are not subjected to vibratory or shock report comply with the 1997 Unllorm Bu/ldlny Code'", loads, such as those encountered by supports for subject to the following conditions: reciprocating engines or crane rails. 4.1 The anchors are installed In accordance with the 4.11 Anchors In concrete are limited to Installation In manufacturer's instructions and this report. untracked concrete, which Is defined as concrete 4.2 The adhesive threaded rod anchors are recognized subjected to maximum 170 -psi (1172 kPa) tensile for resisting earthquake loads In normal -weight stress Induced by external loads or deformations. concrete: The tabulated allowable load values may 4.12 Epcon A7 Adhesive is manufactured at a plant In be increased in accordance with Section 1612.3 of Danvers, Massachusetts, and Epcon Maxima 7 the code for short-term earthquake or wind loads. Capsules are manufactured at a plant in Bourg les Where A 307 or F 393 SS 304 threaded rods are Valence, France. Quality control inspections are used to resist earthquake loads, tabulated allow- done by PFS/Teco (NER-QA261). able loads must be reduced In accordance with the tables. This report is subject to re-examination In one year. TABLE 7 -MANUFACTURER'S RECOMMENDED CURE TIMES FOR EPCON A7 ADHESIVE AND EPCON MAXIMA 7 CAPSULE ANCHORS MINIMUM CONCRETE TEMPERATURE INITIAL SET TIME CURE TIME 0 4 hours 24 hours 20 35 minutes 6 hours 40 15 minutes 75 minutes 60 7 minutes 35 minutes 80 5.5 minutes 30 minutes 100 5 minutes 25 minutes 120 4 minutes 20 minutes For SI: t°C = 5/9 (t°F - 32). I Anchors must be undisturbed during the initial set time. 2Cure time is the time required for the anchor to reach allowable tensile and shear load capacities. TABLE 2 -SPECIFICATIONS FOR INSTALLATION OF THREADED RODS IN NORMAL -WEIGHT CONCRETE WITH EPCON A7 ADHESIVE AND EPCON MAXIMA 7 CAPSULESI PROPERTY THREADED ROD DIAMETER 3/8 Inch 112 Inch Ole Inch 314 Inch 71g Inch 1 inch 1114 Inches `Qs= Tensile stress area of rod (inch2) 0.0775 0.142 0.226 0.334 0.462 0.606 0.969 AB = Nominal area of rod (inch2) 0.1042 0.1867 0.2935 0.4246 0.5798 0.7589 1.19 Epcon A7 Adhesive BD= Nominal bit diameter (inch) /t6 9/16 11/16 or 3/4 13/16 or 7/8 15/16 Or 1 11/16 or 11/8 15/16 or 13/8 Epcon Maxima 7 Capsules'/ .9D= Nominal bit diameter (inch) 9/16 11/16 1 - 11/8 - T= Maximum tightening torque (ft.-Ibf.) 18 25 80 1 160 220' 330 450 For SI: 1 inch = 25.4 mm, 1 ft.-Ibf = 1.36 N -m, 1 inch2 = 645.16 mm2. 'Rod threads must conform to ANSI B1.1-74. f 3 % Page 4 of 9 ER -5560 TABLE 3 -ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED ROD BASED ON STEEL STRENGTH THREADED ROD DIAMETER I (Inches) A 307 TENSION (Ibf) Grade of Steel A 193 Grade B 7 F 593 SS 304 A 307 SHEAR (Ibf) Grade of Steel A 193 Grade B 7 F 593 SS 304 /8 2,080 4,340 3,995 1,040 2,170 1,995 /, 3,730 7,780 7,155 1,870 3,895 3,585 /8 5,870 12,230 11,250 2,940 6,125 5,635 /4 8,490 17,690 14,860 4,250 8,855- 7,440 /8 11,600 24,170 22,240 5,800 12,080 11,110 1 15,180 31,620 26,560 7,590 15,810 13,285 --71/, 23,800 49,580 34,670 11,900 24,790 18,840 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N. 1Tabulated allowable loads are based on the strength of the steel. These values must be compared to the allowable loads for the anchors, based on the Epcon A7 Adhesive and Epcon Maxima 7 Capsule bond strengths. The lesser of the value shown above and in Tables 4, 5, 8, 9, 10, 11 and 12 in this evaluation report for the bond strength of the anchors 'must be used for the allowable value of the threaded bar installed with Epcon A7 Adhesive or Epcon Maxima 7 Capsule. TABLE 4 -ALLOWABLE TENSION LOADS FOR THREADED RODS INSTALLED IN NORMAL -WEIGHT CONCRETE WITH EPCON A7 ADHESIVE 1,2,3,4,5,6,7,9,9,12 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N, 1 psi = 6.89 kPa. 1The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake and wind applications with A 193 Grade 137 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake and wind applications with F 593 SS 304 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.92. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. "For earthquake applications with A 307 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.48. The lesser ofthis reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For wind applications with A 307 threaded =rod, the allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable tension load may not be increased for duration of load in accordance with Section 1612.3.3 of the code. 21-,,'1e tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3The tabulated values are for anchors installed at the critical spacing (s,) and critical edge distances (c,). Critical spacing is the least anchor spacing distance at which the tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. Critical edge distance is the least edge distance at which the tabulated allowable load capacity of ari anchor is applicable without applying a load -reduction factor. 4Anchors, installed at the minimum edge distance must have the tabulated allowable tension load multiplied by a 0.70 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 5Anchors installed at the minimum spacing must have the tabulated allowable tension load multiplied by a 0.80 reduction factor. Linear interpolation of allowable loads may be used for anchors installed ata distance between the critical and minimum edge distances. 6The application of load -reduction factors is cumulative for an anchor affected by multiple anchors or multiple edge distances, or both. 7Adhesive anchors experience a reduction in tensile capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. gSpecial inspection in accordance with Section 2.3 must be provided for all anchor installations. 9Sections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 10Bond strength loads are based on a safety factoi of 4.0. 11 Displacement under tabulated allowable loads is 1/g inch or less. 12Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. EDGE DISTANCE, c SPACING, s TENSILE LOAD BASED ON CONCRETE (Inches) (Inches) AND BOND STRENGTH (Ibf)10,tt Critical Edge Minimum Edge Critical Minimum ANCHOR DIAMETER EMBEDMENT DEPTH, k (Inches) (Inches) Distance, 4r Distance, cml„ Spacing, suer Spacing, sml„ f - 2,000 psi f'c = 4,000 psi - 3 /g 33/ 8 2 /2 /16 43/ 16 /16 1,460 2,740 41/2 33/8 11/8 55/8 11/g 1,930 2,915 1 /2 41/2 33/8 11/8 '55/8 1 /8 2,670 4,290 6 41/2 11/2 71/2 11/2 3,550 4,340 5/8 5 /g 43/16 13,/8 7 13/8 4,100 6,625 71/2 55/8 17/8 93/8 17/8 4,685 7,345 3 /4 6 /q 5 /16 1 /8 • 8 /16 1 7i 4,655 7,430 9 63/4 21/4 111/4 3114 5,980 9,430 9 63 /q 21/4 111/4 '21/4, 8,050. 12,050 1 12 9 3 15 3 11,515 1.5,985 11/4 11 /q 87/ 16 2 /g 14 /16 2 'Ig 11,490 14,175 15 111/q 33/4 183/4 33/4 15,550 21,095 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N, 1 psi = 6.89 kPa. 1The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake and wind applications with A 193 Grade 137 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake and wind applications with F 593 SS 304 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.92. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. "For earthquake applications with A 307 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.48. The lesser ofthis reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For wind applications with A 307 threaded =rod, the allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable tension load may not be increased for duration of load in accordance with Section 1612.3.3 of the code. 21-,,'1e tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3The tabulated values are for anchors installed at the critical spacing (s,) and critical edge distances (c,). Critical spacing is the least anchor spacing distance at which the tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. Critical edge distance is the least edge distance at which the tabulated allowable load capacity of ari anchor is applicable without applying a load -reduction factor. 4Anchors, installed at the minimum edge distance must have the tabulated allowable tension load multiplied by a 0.70 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 5Anchors installed at the minimum spacing must have the tabulated allowable tension load multiplied by a 0.80 reduction factor. Linear interpolation of allowable loads may be used for anchors installed ata distance between the critical and minimum edge distances. 6The application of load -reduction factors is cumulative for an anchor affected by multiple anchors or multiple edge distances, or both. 7Adhesive anchors experience a reduction in tensile capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. gSpecial inspection in accordance with Section 2.3 must be provided for all anchor installations. 9Sections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 10Bond strength loads are based on a safety factoi of 4.0. 11 Displacement under tabulated allowable loads is 1/g inch or less. 12Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. 0 U Page 5 of 9 ER -5560 TABLE 5=ALLOWABLE SHEAR LOADS FOR THREADED RODS INSTALLED IN NORMAL -WEIGHT CONCRETE WITH EPCON A7 ADHESIVE 1,2,x,4,5,6,7,8,11 ANCHOR DIAMETER (inches) EMBEDMENT DEPTH, h„ (Inches) EDGE DISTANCE, c (Inches) SHEAR LOAD BASED ON CONCRETE AND BOND STRENGTH (Ibf)9.10 Critical Minimum Edge Edge Distance, ccr Distance, e„W„ /'c - 2,000 psi ' /g 33/8 43/16 /16' 1,305 /2 41/, 55/g 11/8 2,005 /g 55/8 7 13/8 3,990 /4 6 /4 8 /16 15/8 5,030. 1 9 111/4' --2'14 9,385 11/4 111/4 \ 141/16 27/8 14,600 For SI: I inch = 25.4 mm, 1 Ibf = 4.48 N, 1 psi = 6.89 kPa ,IThe allowable shear load must be the lesser ofthe tabulated bond strength and the allowable steel strength shown in Table 3. - For earthquake applications with A 193 Grade B7 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be in. creased for duration of load in accordance with Section 1612.3.3 of the code.. For earthquake applications with F 593 SS 304 threaded rod, reduce the tabulated bond strength using a load factor of 0.92. The lesser of this reduced bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake applications with A 307 threaded rod, reduce the tabulated bond strength using a load factor of 0.48. The lesser of this reduced bond strength and the allowable steel strength shown in Table 3. may be increased for duration of load in accordance with Section 1612.3.3 of the code. 2The tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3The tabulated values are for anchors installed at the critical edge distances (cc,). Critical edge distance is the least edge distance at which the tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. 4Anchors installed at the minimum edge distance mus"t have the tabulated allowable shear load multiplied by a 0.10 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 57he application of load -reduction factors is cumulative for an anchor affected by multiple anchors or multiple edge distances, or both. 6Adhesive anchors experience a reduction in shear capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. 7Special inspection in accordance with Section 2.3 must be provided for all anchor installations. IiSections 2.1.3 through 2.1.5 contain special considerations, for anchor,load conditions. 9Bon4 strength loads are based on a safety factor of 4.0: I ODisplacement under tabulated allowable loads is 1/8 inch or less. I I Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. TABLE 6— SPECIFICATIONS FOR INSTALLATION OF REINFORCING BAR IN CONCRETE WITH EPCON A7 ADHESIVE REBAR SIZE PROPERTY No. 3 Na. 4 No. 5 No. 6 No. B No. 10 No. 11 AHR = Nominal area of rebar (inch) 0.11 0.20. 0.31 0.44 0.79 1.27 1.56 BD = Nominal bit diameter (inch) /16 /g /q /g 11/8 1 11/2 1 /4 For SI: 1. inch = 25.4 mm, 1. inch2 = 645.16 mm2 Page 6 of 9 ER -5560 • ` TABLE 7 -ALLOWABLE TENSION LOADS FOR GRADE 60 REINFORCING BARS INSTALLED IN r NORMAL -WEIGHT CONCRETE WITH EPCON A7 ADHESIVE 1.2.3.4.5.6.7.8.9,12 For SI: I inch = 25.4 mm, l lbf = 4.48 N, l psi = 6.89 kPa. IThe allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength. For reinforcing bars, the allowable steel strength is based ;on the tensile stresses listed in Section 1926.3.2 of the code applied to the cross-sectional area of the rebar. The allowable load capacities may be increased for duration of load in accordance with Section 1612.3.3 of the code. Resistance to earthquake loads is beyond the scope of this report. 2Yhe tabulated values are for rebar installed in concrete having the designated compressive strength or higher at the time of installation. 3*e tabulated values are for rebar installed at the critical spacing (sc,) and critical edge distances (cc,). Critical spacing is the least anchor spacing distance at which the %abulated allowable load capacityof an anchor is applicable such that the anchor is not influenced by neighboring anchors. Critical edge distance is the least edge distance at which the tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. 4Rebar installed atthe minimum edge distance must have the tabulated allowable tension load multiplied by a 0.70 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 5Rebar installed atthe minimum spacing must have the tabulated allowable tension load multiplied by a0.80 reduction factor. Linear interpolation ofallowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 6The application of load -reduction factors is cumulative for a rebar affected by multiple anchors or multiple edge distances, or both. 7Adhesive anchors experience a reduction in tensile capacity with increased ambient temperatures. See Figure I for load -reduction factor. 8Special inspection in accordance with Section 2.3 must be provided for all anchor installations. 9Sectlons 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 10Bond strength loads are based on a safety factor of 4.0. 11 Displacement under tabulated allowable loads is 1/6 inch or less. 12Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. TABLE S -ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED RODS INSTALLED IN A CONCRETE FOUNDATION STEM WALL WITH EPCON A7 ADHESIVE 1,2,3,4,5,6,7,8 EDGE DISTANCE, SPACING, TENSILE LOAD BASED ON CONCRETE AND BOND STRENGTH 05 (inches) (inches) (Ibf)10,11 TENSILE LOAD BASED ON BAR SIZE land (Anchor EMBEDMENT DEPTH,h„ Critical Edge Minimum Edge Distance, cm;n Critical Spacing, s,, Minimum Spacing, s,nin f" = 2 000 psi /'c = 4,000 psi STEEL STRENGTH (Ibf) Dlametedl (inches) Distance, ccr (Ibf) f'c - 2,000 psi 1/2 41/2 13/4 2,295 1,8109 No.3 33/8 21/, 13/16 43/16 13/16 1,545. 2,080 3,960 (0.375 inch) 41/2 33/8 11/8 55/8 11/8 1,890 2,855 13/4 No. 4 41/2 33/8 1 I/8 55/8 11/8 2,485 4,160 7,200 (0.500 inch) 6 41/2 11/2 71/2 11/, 3,760 4,455 No.5 5-/g 43/16 13/8 7 13/8 3,500 5,220 11,160 (0.625 inch). 71/2 55/8 17/g 93/8 17/8 4,180 6,515 No.6 63/4 51/16 1 /6 87/16 1518 5,310 6,670 15,840 (0.750 inch) 9 63/4 21/4 10/4 21/4 8,330 9,355 No.8 9 63/4 21/4 111/4 21/4 8,900 11,825 28,440 (1.000 inch) 12 9 3 15 3 10,250 16,535 No. 10 111/4 87/16 2 /8 141/16 2 /8 12,260 18,270 45,720 (1.270 inches) 15 111/4 33/4 183/4 33/4 17,270 20,820 No. 11 123/8 91/4 3 157/16 3 15,845 18,760 56,160 (1.410 inches) 161/2 123/8 41/8 205/8 41/8 20,425 22,995 For SI: I inch = 25.4 mm, l lbf = 4.48 N, l psi = 6.89 kPa. IThe allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength. For reinforcing bars, the allowable steel strength is based ;on the tensile stresses listed in Section 1926.3.2 of the code applied to the cross-sectional area of the rebar. The allowable load capacities may be increased for duration of load in accordance with Section 1612.3.3 of the code. Resistance to earthquake loads is beyond the scope of this report. 2Yhe tabulated values are for rebar installed in concrete having the designated compressive strength or higher at the time of installation. 3*e tabulated values are for rebar installed at the critical spacing (sc,) and critical edge distances (cc,). Critical spacing is the least anchor spacing distance at which the %abulated allowable load capacityof an anchor is applicable such that the anchor is not influenced by neighboring anchors. Critical edge distance is the least edge distance at which the tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. 4Rebar installed atthe minimum edge distance must have the tabulated allowable tension load multiplied by a 0.70 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 5Rebar installed atthe minimum spacing must have the tabulated allowable tension load multiplied by a0.80 reduction factor. Linear interpolation ofallowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 6The application of load -reduction factors is cumulative for a rebar affected by multiple anchors or multiple edge distances, or both. 7Adhesive anchors experience a reduction in tensile capacity with increased ambient temperatures. See Figure I for load -reduction factor. 8Special inspection in accordance with Section 2.3 must be provided for all anchor installations. 9Sectlons 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 10Bond strength loads are based on a safety factor of 4.0. 11 Displacement under tabulated allowable loads is 1/6 inch or less. 12Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. TABLE S -ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED RODS INSTALLED IN A CONCRETE FOUNDATION STEM WALL WITH EPCON A7 ADHESIVE 1,2,3,4,5,6,7,8 For SI: l inch = 25.4 mm, 1 Ibf = 4.48 N, 1 psi = 6.89 kPa. IThe allowable tension and shear loads must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake and wind applications with A 193 Grade B7 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code'. For earthquake and wind applications with F 593 SS 304 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.92. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake applications with A 307 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.48. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For wind appl ications with A 307 threaded rod, the allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable tension load may not be increased for duration of load in accordance with Section 1612.3.3 of the code. 2The tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3Adhesive anchors experience a reduction in load capacity with increased ambient temperatures. See Figure I for load -reduction factor. 4Special inspection in accordance with Section 2.3 must be provided for all anchor installations. 5Sections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 6Bond strength loads are based on a safety factor of 4.0. 7Displacement under tabulated allowable loads is I/8 inch or less. _ 8Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. I 9Anchor is loaded parallel to the edge of the concrete, while other stem wall anchors are loaded perpendicular to the edge of concrete. to /I ^ vl SHEAR LOAD BASED ON TENSILE LOAD BASED ON CONCRETE AND EMBEDMENT MINIMUM EDGE DISTANCE, CONCRETE AND BOND BOND STRENGTH ANCHOR DIAMETER (Inch) DEPTH, by (Inches) c (Inches) STRENGTH (Ibf) f'c = 2,000 psi (Ibf) f'c - 2,000 psi 1/2 41/2 13/4 2,295 1,8109 1/2 41/2 13/4 2,295 440 5/8 55/8 13/4 3,405 635 5/8 10 13/4 5,175 635- 353/4 3/4 63/4 13/4 3,770 600 7/8 15 13/4 7,485 520 For SI: l inch = 25.4 mm, 1 Ibf = 4.48 N, 1 psi = 6.89 kPa. IThe allowable tension and shear loads must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake and wind applications with A 193 Grade B7 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code'. For earthquake and wind applications with F 593 SS 304 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.92. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake applications with A 307 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.48. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For wind appl ications with A 307 threaded rod, the allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable tension load may not be increased for duration of load in accordance with Section 1612.3.3 of the code. 2The tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3Adhesive anchors experience a reduction in load capacity with increased ambient temperatures. See Figure I for load -reduction factor. 4Special inspection in accordance with Section 2.3 must be provided for all anchor installations. 5Sections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 6Bond strength loads are based on a safety factor of 4.0. 7Displacement under tabulated allowable loads is I/8 inch or less. _ 8Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. I 9Anchor is loaded parallel to the edge of the concrete, while other stem wall anchors are loaded perpendicular to the edge of concrete. to /I ^ vl Page 7 of 9 ER -5560 TABLE 9—ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED RODS INSTALLED IN A HOLLOW CONCRETE MASONRY WALL WITH EPCON A7 ADHESIVE 1,4,5,6,7,9,9,10 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.48 N, 1 psi = 6.89 kPa. 1 Allowable load values are based on masonry construction consisting of 8 -inch -wide, Grade N, lightweight, medium -weight, or normal -weight masonry units conforming to ASTM C 90 and UBC Standard 21-4. Mortar must be Type M or S prepared in accordance with Section 2103 of the code and UBC Standard 21-15. The specked compressive strength of masonry, f,,, , at 28 days must be a minimum of 1,500 psi. 2Umbrella Inserts are installed through the face "shell of the masonry unit and into the hollow cell portion of the unit only. Anchor installations are not permitted in mortal joints. See Figure 2 for anchor installation. 3Slubby Screens are installed through the face shell of the masonry unit and into both hollow and solid portions ofthe unit. Anchor installations are not permitted in mortai joints. See Figure 2 for anchor installation. 4The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable load capacities may be increased for duration of load in accordance with Section 1612.3.3 of the code. Resistance to earthquake loads is beyond the scope of this report. Whesive anchors experience a reduction in load capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. 6Special inspection in accordance with Section 2.3 must be provided for all anchor installations. TSections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 8Bond strength loads are based ori a safety factor of 4.0. 9Displacement under tabulated allowable loads is 1/8 inch or less. 1 O'ne tabulated values are for anchors installed at the critical edge distances (ce,) and critical spacings (s.,). Critical edge distance is the least edge distance at which th( ��Vff tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. Critical spacing is the least anchor spacing distance at which th( tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. TABLE 10—ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED RODS 516 INSTALLED IN A GROUT -FILLED CONCRETE MASONRY WALL WITH EPCON A7 ANCHOR CRITICAL TENSILE LOAD SHEAR LOAD BIT EMBEDMENT DISTANCE, LENGTH/ CRITICAL EDGE CRITICAL BASED ON BASED ON ANCHOR BIT EMBEDMENT DISTANCE, SPACING, MASONRY AND BOND STRENGTH MASONRY AND BOND STRENGTH DIAMETER INSTALLATION DIAMETER DEPTH /2 /8 (IDi) (IDf) (Inch) DEVICE (Inches) (Inches) (Inches) (Inches) 12 8 3/8 Umbrella 3/4 33/4 12 8 900 800 4,265 Insert- Stubb 3 31/2 12 8 6i5 1,115 5/8 Screen 5/ Stubbv 3/4 41/2 12 8 620 1,260 8 Screen3 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.48 N, 1 psi = 6.89 kPa. 1 Allowable load values are based on masonry construction consisting of 8 -inch -wide, Grade N, lightweight, medium -weight, or normal -weight masonry units conforming to ASTM C 90 and UBC Standard 21-4. Mortar must be Type M or S prepared in accordance with Section 2103 of the code and UBC Standard 21-15. The specked compressive strength of masonry, f,,, , at 28 days must be a minimum of 1,500 psi. 2Umbrella Inserts are installed through the face "shell of the masonry unit and into the hollow cell portion of the unit only. Anchor installations are not permitted in mortal joints. See Figure 2 for anchor installation. 3Slubby Screens are installed through the face shell of the masonry unit and into both hollow and solid portions ofthe unit. Anchor installations are not permitted in mortai joints. See Figure 2 for anchor installation. 4The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable load capacities may be increased for duration of load in accordance with Section 1612.3.3 of the code. Resistance to earthquake loads is beyond the scope of this report. Whesive anchors experience a reduction in load capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. 6Special inspection in accordance with Section 2.3 must be provided for all anchor installations. TSections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. 8Bond strength loads are based ori a safety factor of 4.0. 9Displacement under tabulated allowable loads is 1/8 inch or less. 1 O'ne tabulated values are for anchors installed at the critical edge distances (ce,) and critical spacings (s.,). Critical edge distance is the least edge distance at which th( ��Vff tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. Critical spacing is the least anchor spacing distance at which th( tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. TABLE 10—ALLOWABLE TENSION AND SHEAR LOADS FOR THREADED RODS 516 INSTALLED IN A GROUT -FILLED CONCRETE MASONRY WALL WITH EPCON A7 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N, 1 psi = 6.89 kPa. 1 Allowable load values are based onmasonry construction consisting of 8 -inch -wide, Grade N, lightweight, medium -weight, or normal -weight masonry units conformin: to ASTM C 90 and Uk Standard 21-4. Mortar must be prepared in accordance with Section 2103 of the code and UBC Standard 21-15. Grout must have a minimur compressive strength of 2,000 psi and must meet the coarse grout proportion limits specified in Table 21-B of the code. Grout must be prepared in accordance wit Section 2103 of the code and UBC Standard 21-19. The specified compressive strength of masonry, f',,, , at 28 days must be a minimum of 1,500 psi. 2Anchor installations are not permitted in mortar joints. 3The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable shear capacities may b increased for duration of load in accordance with Section 1612.3.3 of the code. Resistance to earthquake loads is beyond the scope of this report 4Adhesive anchors experience a reduction in load capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. 5Special inspection in accordance with Section 2.3 must be provided for all anchor installations. 6Sections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. TBond strength loads are based on'a safety factor of 4.0. 8Displacement under tabulated allowable loads is 1/8 inch or less. 9The tabulated values are for anchors installed at the critical edge distances (Cc,) and critical spacings (s.,). Critical edge distance is the least edge distance at which th tabulated allowable load capacity of an anchor is applicable without applying a load reduction factor. Critical spacing is the least anchor spacing distance at which th tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. CRITICAL EDGE CRITICAL SHEAR LOAD ' BIT EMBEDMENT DISTANCE, SPACING, TENSILE LOAD BASED BASED ON ANCHOR DIAMETER DIAMETER DEPTH, M, , ON MASONRY AND BOND STRENGTH (Ibf) MASONRY AND BOND STRENGTH (Ibf) (Inch) (inch) (inches) (Inches) (Inches) /2 /8 474 12 8 1,290 2,125 /8 /q 5 12 8 1,580 2,710 /4 /g 6 /8 12 8 2,725 4,265 For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N, 1 psi = 6.89 kPa. 1 Allowable load values are based onmasonry construction consisting of 8 -inch -wide, Grade N, lightweight, medium -weight, or normal -weight masonry units conformin: to ASTM C 90 and Uk Standard 21-4. Mortar must be prepared in accordance with Section 2103 of the code and UBC Standard 21-15. Grout must have a minimur compressive strength of 2,000 psi and must meet the coarse grout proportion limits specified in Table 21-B of the code. Grout must be prepared in accordance wit Section 2103 of the code and UBC Standard 21-19. The specified compressive strength of masonry, f',,, , at 28 days must be a minimum of 1,500 psi. 2Anchor installations are not permitted in mortar joints. 3The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable shear capacities may b increased for duration of load in accordance with Section 1612.3.3 of the code. Resistance to earthquake loads is beyond the scope of this report 4Adhesive anchors experience a reduction in load capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. 5Special inspection in accordance with Section 2.3 must be provided for all anchor installations. 6Sections 2.1.3 through 2.1.5 contain special considerations for anchor load conditions. TBond strength loads are based on'a safety factor of 4.0. 8Displacement under tabulated allowable loads is 1/8 inch or less. 9The tabulated values are for anchors installed at the critical edge distances (Cc,) and critical spacings (s.,). Critical edge distance is the least edge distance at which th tabulated allowable load capacity of an anchor is applicable without applying a load reduction factor. Critical spacing is the least anchor spacing distance at which th tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. Page 8 of 9 ER -5560 TABLE 11—ALLOWABLE TENSION LOADS FOR THREADED RODS INSTALLED IN NORMAL -WEIGHT CONCRETE WITH EPCON MAXIMA 7 CAPSULES 1,2.3.4.5.6.7.8,912 ANCHOR DIAMETER Inch) EMBEDMENT DEPTH, by (inches) EDGE DISTANCE, (inches) EDGE DISTANCE, SPACING, (Inches) TENSILE LOAD BASED ON CONCRETE AND BOND STRENGTH (Ibr)10,11 Critical Minimum Edge Edge Critical Minimum Distance, c« Distance, cmin Spacing, scr Spacing, s,nin Vc a 2,000 psi r'c - 4,000 psi 3/8 35/8 23/4 I /16 49/16 1 /16 1,460 2,740 43/8 35/16 11/8 511, 11/8 2,670 4,290 5/8 5 33/4 11/4 61/4 11/4 4,100 6,625 3/4 63/4 51/16 15/8 87/16 15/g 4,655 7,430 l 81/4 63/16 21/16 105/1621/16 63/4 8,050 12,050. For SI: I inch = 25.4 mm, 1 Ibf = 4.48 N, I psi = 6.89 kPa. ]The allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake and wind applications with A 193 Grade B7 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake and wind applications with F 593 SS 304 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.92. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake applications with A 307 threaded rod, reduce the allowable steel strength shown in Table 3 using a load factor of 0.48. The lesser of this reduced steel strength and tabulated bond strength may be increased for duration of load in accordance with Section 1612.3.3 of the code. For wind applications with A 307 threaded rod, the allowable tension load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. The allowable tension load may not be increased for duration of load in accordance with Section 1612.3.3 of the code. ZThe tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3T6e tabulated values are for anchors installed at the critical spacing (s,,) and critical edge distances (cc,). Critical spacing is the least anchor spacing distance at which the tabulated allowable load capacity of an anchor is applicable such that the anchor is not influenced by neighboring anchors. Critical edge distance is the least edge lstance at which the tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. 4 A%chors installed at the minimum edge distance must have the tabulated allowable tension load multiplied by a 0.70 reduction factor. Linear interpolation of al lowable (bads may be used for anchors installed at a distance between the critical and minimum edge distances. 5Anchors installed at the minimum spacing must have the tabulated allowable tension load multiplied by a 0.80 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 6The application of load -reduction factors is cumulative for an anchor affected by multiple anchors or multiple edge distances, or both. 7Adhesive anchors experience a reduction in tensile capacity with increased ambient temperatures. See Figure 1 for load -reduction factor. IiSpecial inspection in accordance with Section 2.3 must be provided for all anchor installations. 9Section 2.2.3 through 2.2.5 contain special considerations for anchor load conditions. IoBond strength loads are based on a safety factor of 4.0. I I Displacement under tabulated allowable loads is 1/8 inch or less. I2Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. TABLE 12—ALLOWABLE SHEAR LOADS FOR THREADED RODS INSTALLED IN NORMAL -WEIGHT CONCRETE WITH EPCON MAXIMA 7 CAPSULES 1,2,3,4,5,6,7,8,11 For SI: 1 inch = 25.4 mm, I Ibf = 4.48 N, 1 psi = 6.89 kPa. ZThe allowable shear load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake applications with A 193 Grade B7 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be in- creased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake applications with F 593 SS 304 threaded rod, reduce the tabulated bond strength using a load factor of 0.92. The lesser of this reduced bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance.with Section 1612.3.3 of the code. For earthquake applications with A 307 threaded rod, reduce the tabulated bond strength using a load factor of 0.48. The lesser of this reduced bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code. ZThe tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3The tabulated values are for anchors installed at the critical edge distances (cc,). Critical edge distance is the least edge distance at which the tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. 4Anchors installed at the minimum edge distance must have the tabulated allowable tension load multiplied by a 0.10 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 5The application of load -reduction factors is cumulative for an anchor affected by multiple anchors or multiple edge distances, or both. "6Adhesive anchors experience a reduction in shear capacity with increased ambient temperatures. See Figure I for load -reduction factor. 7Special inspection in accordance with Section 2.3 must be provided for all anchor installations. IlSections 2.2.3 through 2.2.5 contain special considerations for anchor load conditions. ?Bond strength loads are based on a safety factor of 4.0. !cDisplacement under tabulated allowable.loads is I/s inch or less. l I (Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. (�f EDGE DISTANCE, SHEAR LOAD BASED ON CONCRETE AND OND (Inches) STRENGTH Ib a 10 B EMBEDMENT Critical Minimum ANCHOR DIAMETER (Inch) DEPTH, by Inches Edge Distance, c« Edge Distance, enol„ IF a 2,000 psi 3/8 33/s 49/16 1 /16 1,305 1/2 43/8 51/2 11/8 2,005 5/8 5 61/4 11/4 3,990 3/4 63/4 87/16 15/8 5,030 1 81/4 105/16 21/1G 9,385 For SI: 1 inch = 25.4 mm, I Ibf = 4.48 N, 1 psi = 6.89 kPa. ZThe allowable shear load must be the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3. For earthquake applications with A 193 Grade B7 threaded rod, the lesser of the tabulated bond strength and the allowable steel strength shown in Table 3 may be in- creased for duration of load in accordance with Section 1612.3.3 of the code. For earthquake applications with F 593 SS 304 threaded rod, reduce the tabulated bond strength using a load factor of 0.92. The lesser of this reduced bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance.with Section 1612.3.3 of the code. For earthquake applications with A 307 threaded rod, reduce the tabulated bond strength using a load factor of 0.48. The lesser of this reduced bond strength and the allowable steel strength shown in Table 3 may be increased for duration of load in accordance with Section 1612.3.3 of the code. ZThe tabulated values are for anchors installed in concrete having the designated compressive strength or higher at the time of installation. 3The tabulated values are for anchors installed at the critical edge distances (cc,). Critical edge distance is the least edge distance at which the tabulated allowable load capacity of an anchor is applicable without applying a load -reduction factor. 4Anchors installed at the minimum edge distance must have the tabulated allowable tension load multiplied by a 0.10 reduction factor. Linear interpolation of allowable loads may be used for anchors installed at a distance between the critical and minimum edge distances. 5The application of load -reduction factors is cumulative for an anchor affected by multiple anchors or multiple edge distances, or both. "6Adhesive anchors experience a reduction in shear capacity with increased ambient temperatures. See Figure I for load -reduction factor. 7Special inspection in accordance with Section 2.3 must be provided for all anchor installations. IlSections 2.2.3 through 2.2.5 contain special considerations for anchor load conditions. ?Bond strength loads are based on a safety factor of 4.0. !cDisplacement under tabulated allowable.loads is I/s inch or less. l I (Concrete thickness must be equal to or greater than 1.5 times the anchor embedment depth. (�f Page 9 -of 9 ER' -556( p 32 70 110 135 N 100 `.• `.. ¢ 90 150 C7 uJ p. 80' F 70 ! rr60 C 7- U a50 I 180 U 40 ' O 20 v10 , Is —. . a 0- 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 '160 170 180 TEMPERATURE(DEGREESF) FIGURE 1 -=CHANGE IN LOAD CAPACITY OF EPCON A7 AND MAXIMA 7 WITH TEMPERATURE VARIATION . Length o1 rod In umbrella UMBRELLA INSERT Utilized wfM 3r8 diameter - threaded rod - - - VeNcal Morlar Joint - - UMBRELLA INSERT '- •, AND INTERNALLY - THREADED' SLEEVE UIIlized with 318' diameter " ' threadedrrod - - i Minimum block thickness of 1' ' STUBBY SCREENS - . - .. - Utilized with 1/2' and 5/8' - - diameter threaded rods i FIGURE 2—HOLLOW BLOCK FASTENING WITH EPCON A7 ADHESIVE