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Report (706) Site Address: 11 945 SW 70' Ave , I N Building Division TIGARD Deferred Submittal Transmittal Letter TO: DAN NELSON DATE RECEIVED: DEPT: BUILDING DIVISION FROM: , Tr\()\/ V\ COMPANY: kbtiO A V l i t • N v A Cy-' C 'i'l ' PHONE c -:... A-1,_- .. --( /../._ J RE: 11945 SW 70 Ave. BUP2009 -00208 (Site Address) (Permit/Case Number) TVFR (Project name or subdivision name and lot number) Valuation of Deferred Submittal: $ � , i ATTACHED IS THE FOLLOWING DEFERRED SUBMITTAL ITEM: Copies: Description: 2 Buckling Restrained Brace Shop Drawings . 1 C- E___D Remarks: PRIOR TO INSTALLATION '� ?" _. NOTE: Documents for deferred submittal items shall be submitted to the registered design professional in responsible charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be installed until the design and submittal documents have been approved by the building official. Oregon Structural Specialty Code Section 106.3.4.2 FOR OFF/CE j CE USE ONLY Routed to Pertnit T tcian: Date: j 1 Lc Initia Fees Due: es [1 No Fee Description: AmerIue: Deferred Submittal Fee: $ Additional fee based on valuation: $ 32. . C Other: _ $ Total Fees Due: $ Special Instructions: Reprint Permit (per PE ): ( l Yes n No n Done Applicant Notified: Date: Initials: The fee for processing and reviewing deferred plan submittal shall be an amount equal to 65% of the building based on the valuation of the particular portion or portions of the project with a minimum $200.00 fee. This fee is in addition to the project plan review fee based on the total project value. LBuilding\orms \Transmittal Letter- DefrdSubmtl.doc 04/04/07 11111 - -'' BUILDING DIVISION TIGARD SHOP DRAWINGS TRANSMITTAL LETTER a TO: • DAN NELSON DATE RECEIVED: DEPT: . BUILDING DIVISION RECEIVED ? 4 7.010 FROM: • SOVV - C 4 E CEIVE \ CITY )E TIGARD COMPANY: k\ c\ S vv W `` C e zi 5 BUILDING DIVI PHONE: _SA, ID VW j By • ' RE: 11945 SW 70 Ave. BUP2009 -00208 (Site Address) (Permit/Case Number) TVFR (Project name or subdivision name and lot number) Structural Plan Review Item #: 38 • ATTACHED ARE THE FOLLOWING ITEMS: Copies: TDescriptioni Copies: Description Light gauge steel framing Reinforcing steel Steel decking Structural & miscellaneous steel t X Other (explain): STRUCTURAL AND MISCELLANEOUS STEEL ) i I 'hop drawings are stamped and signed by the design professional in responsible charge as to . having been reviewed and found to be in general conformance to the design of the building. 1: \Building \Forms \Transmittal Letter - ShopDrawings.doc 11/27/07 u a t a v .g A r ;i aEV Q �F ,, - ; It 2 u ur , e Yr : s7\ s n 't ws TAP` � M r Rr ,�`Es i:i , t :f i F �,�,":`�t r;s.. s tA F: �' k s'z. 1 t " _ '� w ren a � rr :� x ' k ` � ;u 3 �" s �'e,r s' a r P T�"' 7 h� ice` IC CfiIALUATION ' �� r�"� � '- ' SERVIC ' F f' Most Wrdel Acce ted and Trusted ICC -ES Evaluation Report ESR -2508* Reissued December 1, 2008 This report is subject to re- examination in one year. www.icc es.orq 1 (800) 423 -6587 1 (562) 699 -0543 A Subsidiary of the International Code Council® DIVISION: 03—CONCRETE SET -XP epoxy adhesive is used with continuously Section: 03151 — Concrete Anchoring threaded rods or deformed steel reinforcing bars. Installation information and parameters are included with REPORT HOLDER: each adhesive unit package. SIMPSON STRONG -TIE COMPANY, INC. 3.1.1 SET -XP Epoxy Adhesive: SET -XP epoxy WEST LAS POSITAS BOULEVARD adhesive is an injectable, two- component, 100 percent 5956 5956 WE NTON, CALIFORNIA 94588 solids, epoxy -based adhesive mixed as a 1 -to -1 volume 99 -5099 ratio of hardener -to- resin. SET -XP is available in 8.5 -ounce (800) 999-5099 509.com (230 mL), 22 -ounce (600 mL), and 56 -ounce (1.5 L) cartridges. The two components combine and react when EVALUATION SUBJECT: dispensed through a static mixing nozzle attached to the cartridge. The shelf life of SET -XP in unopened cartridges SET -XP EPDXY ADHESIVE ANCHORS FOR CRACKED is two years from the date of manufacture. AND UNCRACKED CONCRETE 3.1.2 Dispensing Equipment: SET -XP epoxy adhesive must be dispensed using Simpson Strong -Tie manual A dispensing tools, battery- powered dispensing tools or THIS ®OA O � fl ®i ' pneumatic dispensing tools. GENERAL 6811)?IbncielISMItPtf° N 3.1.3 Equipment for Hole Preparation: Hole cleaning CONCEPT ANDLSt g " equipment (brushes) must be Simpson Strong -Tie hole M( N O EXP§PPSAjnifskidential Code (2006 IRC) cleaning brushes, identified by Simpson Strong -Tie catalog REVISE a ® number series ETB. See Tables 7 and 8 in this report and 0 • erne I nal g Building Code (2003 IBC) the installation instructions for additional information. REVISE _ . Intern e ronnal'A Code ® 2003 IRC) (2003 3.2 Anchor Materials: 1997 Uniform Building CodeTM (UBC) 3.2.1 Threaded Rods: Threaded anchor rods, having - • ua diameters from 1 /2 inch to 1 inch (12.7 mm to 25.4 mm), p e.: p$ o/ /e> must be carbon steel conforming to ASTM A307, Grade C, B y to or ASTM A 193, Grade B7; or stainless steel conforming to 2.0 USES ASTM A193, Grade B6 or B8. Table 2 in this report provides additional details. The Simpson Strong -Tie SET -XP Epoxy Adhesive Anchors are used to resist static, wind and seismic tension and 3.2.2 Deformed Reinforcing Bar (Rebar): Deformed shear loads in cracked and uncracked normal- weight steel rebars, having sizes from No. 4 to No. 8, must concrete having a specified compressive strength, f e, of conform to ASTM A 615. Table 3 in this report provides 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa). The anchor additional details. is an alternative to anchors described in Section 1911 and 3.2.3 Ductility: In accordance with D.3.3.4 of ACI 318 -05 1912 of the 2006 IBC, Section 1912 and 1913 of the 2003 Appendix D, for the steel element to be considered ductile, IBC, and Section and 1923.1 and 1923.2 of the UBC. The the threaded rod elongation must be at least 14 percent anchors may also be used where an engineering design is and reduction of area must be at least 30 percent. Steel submitted in accordance with Section R301.1.3 of the 2006 elements used for anchoring with an elongation of less and 2003 IRC. N0 EY•,CEPTICN TAK A MAKE CCRRET �jS t}aTE nt or a reduction of area less than 30 3.0 DESCRIPTION RFJECT.:.D 0 REVISE AND f•:peragt, or Moth, are considered brittle. The design professional must verify that the ASTM A 307 Grade C rod, 3.1 General: Checking is only fcr c2riform ance 'ASTM'A 1 �1'93"•Grade B7 rod, ASTM A 193 Grade B6 or B8 1,, r381 i of tt i >�•rni c..' ^ s'ct`'stainless'steel rods and ASTM A 615 rebar comply with The SET -XP Epoxy Adhesive t n qu c ys 'c t Fi i s 'r ei[ ei t n . of the following components: t in h � ?r: : r ss - r.�: . • SET -XP epoxy adhesive for cimr�a7;r2nr ` .t)7 u jir s;te; Tor : !: ;eii ^i1 r'r %:'i '1: iS 1!:r !nt,: • Adhesive mixing and dispdn'siifc quipm iaf" sr techn;q Normal -we concrete with a minimum compressive °: s and rer c�•�rdinaLion of �rt time of anchor installation of 2,500 psi (17.2 • Equipment for hole cleanirg -gnl. adhesive injection MPa), but not less than that required by the applicable Ey Data Vu 3/2../ ID *Corrected Septembiri02____ ICC -ES Evaluation Reports are not to be construedRardAe j AR ggyvhencS.nt abdier ALtYS Ito% Wiiically addressed, nor are they to be construed N " as an endorsement of the subject of the report or a recommen Non.j oea &ruse. -.There.is no ICC Evaluation Service, Inc., express or implied as "rail le LPL a. 13.3 to any finding or other matter in this report, or as to any roduer cr�>�r�d � f, tie report.° - Ci'. d PoAi'and, ()vegan 17239, (X3) 21.v :- '_''17n Copyright © 2009 Page 1 of 14 ESR - 2508 I Most Widely Accepted and Trusted page 2 of 14 code, nor more than 8,500 psi (58.6 MPa), must conform k — where analysis indicates cracking at to Sections 1903 and 1905 of the IBC or UBC, as service load levels in the anchor vicinity applicable. (cracked concrete) 4.0 DESIGN AND INSTALLATION k c , uncr — where analysis indicates no cracking at 4.1 Strength Design: service load levels in the anchor vicinity (uncracked concrete) 4.1.1 General: Anchor design strengths, ONn and OVn, The basic concrete breakout strength in tension, Nb, must be determined in accordance with ACI 318 -05 must be calculated in accordance with ACI 318 Section Appendix D and this report. A design example is given in 5.2.2 using the values of h and k as described in Table 4 Figure 2. Design parameters are provided in Tables 2, 3, 4 of this report. The value of f must be limited to 8000 psi and 5 of this report. The anchor design must satisfy the (55.1 MPa) for uncracked concrete and f must be limited requirements of ACI 318 Sections D.4.1.1 and D.4.1.2. to 2500 psi (17.2 MPa) for cracked concrete Strength reduction factors, 0, described in ACI 318 Section D.4.4, and noted in Tables 2, 3, 4 and 5 of this report, must 4.1.4 Static Pullout Strength in Tension: In lieu of be used for load combinations calculated in accordance determining the nominal pullout strength in accordance with Section 1605.2.1 of the IBC or Section 1612.2.1 of the with ACI 318 Section D.5.3, the nominal bond strength in UBC. Strength reductions factors, 0, described in ACI 318 tension must be calculated in accordance with the Section D.4.5 must be used for load combinations following sections added to ACI 318 and using values calculated in accordance with Appendix C of ACI 318 or described in Table 5 of this report: Section 1909.2 'of the UBC. D.5.3.7 - The nominal strength of an adhesive anchor N or This section provides amendments to ACI 318 Appendix group of adhesive anchors N in tension must not exceed: D as required for the strength design of adhesive anchors. (a) for a single anchor In conformance with ACI 318, all equations are expressed in inch -pound units. A Na Na wed, Na gyp Na Na0 (D -16a) Modify ACI 318 D.4.1.2 as follows: ANao D.4.1.2 — In Eq. (0 and (D - 2), ONn and tVn are the lowest design strengths determined from all appropriate A N a failure modes. ONn is the lowest design strength in tension (b) fora group of anchors of an anchor or group of anchors as determined from A Nao consideration of ONsa, either rpN8 or ONag and either ON or ONcbg. OVn is the lowest design strength in shear of an anchor or a group of anchors as determined from N ag = g Na sec, Na fed, Na 4p, Na Nao (D 16b) • consideration of: OVsa, either OV or 0Vsb and either OV or 0V For adhesive anchors subjected to tension where: resulting from sustained loading, see D.4.1.4. AN is the projected area of the failure surface for the D.4.1.4 — For adhesive anchors subjected to tension anchor or group of anchors that must be approximated resulting from sustained loading, a supplementary design the base of the rectilinear geometrical figure that results analysis shall be performed using Eq. (D -1) whereby Nua is from projecting the'failure surface outward a distance ccr,Na determined from the sustained load alone, e.g., the dead from the centerline of the single anchor, or in the case of a load and that portion of the live load acting that may be group of anchors, from a line through a row of adjacent considered as sustained and ONn is determined as follows: anchors. AN must not exceed nAN where n is the number D.4.1.4.1 — For single anchors, ONn = 0.75 ONao of anchors in tension in the group. (Refer to ACI 318 Figures RD.5.2.la and RD.5.2.1b and replace the terms D.4.1.4.2 — For anchor groups, Eq. (0-1) shall be satisfied 1.5h and 3.0h with ccr,Na and s respectively.) by taking ONn = 0.75 «Nao for that anchor in an anchor group that resists the highest tension load. ANao is the projected area of the failure surface of a single anchor without the influence of proximate edges in D.4.1.4.3 — Where shear loads act concurrently with the accordance with Eq. (D -16c): sustained tension load, interaction of tension and shear ANao = (Scr,Na (D 16c) shall be analyzed in accordance with D.4.1.3 4.1.2 Static Steel Strength in Tension: The nominal with: steel strength in tension, Nsa, in accordance with ACI 318 scr,Na = 20 d x Z /1450) < 3 x hef (D 16d) Section D.5.1.2, is given in Tables 2 and 3 of this report. ( k,nncr The strength reduction factor, 0, corresponding to the steel D.5.3.8 - The critical spacing scr,Na and critical edge ccr,Na element selected, is also given in Tables 2 and 3 of this must be calculated as follows: report for use with the load combinations of ACI 318 Section 9.2 as set forth in Section D.4.4. scr,Na = as given by Eq. (D - 16d) 4.1.3 Static Concrete Breakout Strength in Tension: ccr,Na = scr,Na /2 (D - 16e) The nominal concrete breakout strength in tension, Ncb and D.5.3.9 — The basic strength of single adhesive anchor in Na must be calculated in accordance with ACI 318 tension in cracked concrete shall not exceed.' Section D.5.2, with the following addition: D.5.2.9 — The limiting concrete strength of adhesive Nao T k , cr x rrx dx h (D - 16f) anchors in tension shall be calculated in accordance with D.5.2.1 to D.5.2.8 where the value of k to be used in Eq. D.5.3.10 - The modification factor for the influence of the (D - shall be: failure surface of a group of adhesive anchors is: ESR -2508 I Most Widely Accepted and Trusted Page 3 of 14 ( Pg.Ne = Wg,NaO +I(S/Scr,Na)05 x (1 Wg,NaOJI (D 16g) 4ip.Na = maXIC,mia:Cc.s° when Ca.min < Cac (D -16p) where: Ca �g,NaO = n 0.5 - [( n 0 . 5 _ 1) x ( Z k,cr / max.cr ) ? 1.0 For all other cases, tPp,N = 1.0. (D - 16h) The value of cac must be as noted in Table 1 of the report. ccr,Na is determined using equation D -16e. n = the number of tension loaded adhesive Additional information for the determination of nominal anchors in a group. bond strength in tension is given in Section 4.1.8 of this T k.max,cr = (k cr /(TT x d)I x (h f c) (D - 16i) report. 4.1.5 Static Steel Strength in Shear: The nominal steel T = the characteristic bond strength in cracked strength in shear, V in accordance with ACI 318 Section k,cr D.6.1.2, is given in Tables 2 and 3 of this report. The concrete having specified compressive strength reduction factor, 0, corresponding to the steel strength, f ',..See Table 5 of this report. element selected, is also given in Tables 2 and 3 of this D.5.3.11 - The modification factor for eccentrically loaded report for use with load combinations of ACI 318 Section adhesive anchor groups is: 9.2 as set forth in Section D.4.4. Pec,Na = 141 + (2e'N/scr,Na» = 1.0 (D -16j) 4.1.6 Static Concrete Breakout Strength in Shear: The nominal concrete breakout strength in shear, Vcb and V Eq. (0-16j) is valid for e N s s/2 must be calculated in accordance with ACI 318 Section If the loading on an anchor group is such that only some D.6.2, with modifications as described in this section. The anchors are in tension, only those anchors that are in basic concrete breakout strength in tension, Vb, must be tension must be considered when determining the calculated in accordance with ACI 318 Section 6.2.2 using eccentricity e'N for use in Eq. (D 16j). the values of l and d as described in Table 4 of this report. The value of P must be limited to 8,000 psi (55.1 In the case where eccentric loading exists about two MPa), in accordance with ACI 318 Section D.3.5. orthogonal axes, the modification factor t i l ec,Na must be 4.1.7 Static Concrete Pryout Strength in Shear: In lieu computed for each axis individually and the product of these factors used as � ec,Na in Eq.(D -16b). of determining the nominal pryout strength in accordance • with ACI 318 Section D.6.3.1, nominal pryout strength in D.5.3.12 - The modification factor for edge effects for shear must be calculated in accordance with the following single adhesive anchors or anchor groups loaded in sections added to ACI 318: tension is: 0.6.3.2 - The nominal pryout strength of an adhesive q ed,Na = 1.0 (D -161) anchor V or group of adhesive anchors Vcpg must not when c , exceed: Ca ,min 2 Ccr,Na or (a) for a single adhesive anchor Vcp = min 1 k N kcp N 1 (D -30a) Wed,Na = [0.7 + 0.3 x (Ca,min / CcrNa)I s 1.0 (D -16m) (b) for a group of adhesive anchors When c < ccr,Na W = min 1 kcp Nag; kcp Ncbg 1 (D D.5.3.13 — When an adhesive anchor or group of adhesive where: anchors is located in a region of a concrete member where analysis indicates no cracking at service load levels, the k = 1.0 for h < 2.5 inches nominal strength N or N of a single adhesive anchor or a k = 2.0 for h 2 2.5 inches group of adhesive anchors shall be calculated according to Eq. D -16a and E . D -16b with T (see Table 5 of N is calculated in accordance with Eq. (D -16a) E q ( ) q ( ) kurrcr N is calculated in accordance with Eq. (D -16b) this report) substituted for T cr in the calculation of the Ncb, Ncbg are determined in accordance with D.5.2.1 to basic strength N in accordance with Eq. (D -16f). The D.5.2.9. factor tP shall be calculated in accordance with Eq. (D- 4.1.8 Bond Strength Determination: Bond strength 16h) whereby the value of Tk.uncr must be substituted for values are a function of the special inspection level provided and installation conditions. Bond strength values Z cr and the value of Tk,max,urrcr shall be calculated in must be modified with the factor K sat for cases where the holes are drilled in water - saturated concrete as follows: accordance with Eq. (D -16n) and substituted for Tk,max,cr SPECIAL PERMISSIBLE BOND ASSOCIATED in Eq. (D - 16h). INSPECTION INSTALLATION STRENGTH STRENGTH LEVEL CONDITION REDUCTION 7 " k,max,uncr = {kc, uncr /(TT X d).1 x (h f' (D -16n) FACTOR D.5.3.14 — When an adhesive anchor or a group of Continuous Dry concrete T k ( 1 ) dry.0 adhesive anchors is located in a region of a concrete member where. analysis indicated no cracking at service Continuous Water saturated T X Icat,ci 4sat,c1 load levels, the modification factor Pp,Na shall be taken as: Wp,Na = 1.0 when Ca,min 2 C (0-160) Periodic Dry concrete Z Odry,pi or Periodic Water- saturated T X Ksat, pi COsat.pi ESR - 2508 ( Most Widely Accepted and Trusted Page 4 of 14 Where applicable, the modified bond strengths must be addition, a must include all applicable used in lieu of 1" or Z in Equations (D -16a) and (D- factors to account for non ductile failure modes and required over - 16b). The resulting nominal bond strength must be strength. multiplied by the strength reduction factor for the special inspection level listed above. The various factors are given Table 6 provides an illustration of calculated Allowable in Table 5 of the report. Stress Design (ASD) values for each anchor diameter at minimum embedment depth. 4.1.9 Requirements for Minimum Member Thickness, The requirements for member thickness, edge distance Minimum Anchor Spacing and Minimum Edge Distance: In lieu of using ACI 318 Section D.8.3, values of and spacing, described in Table 1 of this report, must Cmin and smin provided in Table 1 of this report must be apply. used. In lieu of using ACI 318 Section D.8.5, minimum 4.2.2 Interaction of Tensile and Shear Forces: In lieu member thickness, hmin, must be in accordance with Table of ACI Sections D.7.1, D.7.2 and D.7.3, interaction of 1 of this report. tension and shear loads must be calculated as follows: 4.1.10 Design Strength in Seismic design Categories If Tapplied = 0.2 Tallowable,ASD, then the full allowable strength C, D, E and F: In structures assigned to Seismic Design in shear, Vallowable,ASD, must be permitted. Category C, D, E or F under the IBC or IRC, or Seismic Zone 2B, 3 or 4 under the UBC, the anchor strength must If Vapplietl = 0.2 Vallowab;e,ASD, then the full allowable strength be adjusted in accordance with 2006 IBC Section in tension, Tallowable,ASD, must be permitted. 1908.1.16. For brittle steel elements, the anchor strength For all other cases: must be adjusted in accordance with 2006 IBC Section 1908.1.16 D.3.3.5. The nominal steel shear strength, Vsa, Tapplied/ Tallowable,ASD + Vapplied / Vallowable,ASD < 1.2 must be adjusted by av,seis as given in Tables 2 and 3 of 4.3 Installation: this report for the corresponding anchor steel. The nominal Installation parameters are provided in Table 1, 7, 8, 9 and bond strength, Z cr , must be adjusted by aN,seis for the /a- in Figure 1. Anchor locations must comply with this report inch (22 mm) and 1 -inch (25.4 mm) diameter anchors, as and the plans and specifications approved by the building given in Table 5 of this report. official. Installation of the SET -XP Epoxy Adhesive Anchor System must conform to the manufacturer's published 4.1.11 Critical Edge Distance: In lieu of using ACI 318 installation instructions included in each package unit and Section D.8.6, values of c provided in Table 1 of this as described in Figure 1. report must be used. 4.4 Special Inspection: 4.1.12 Interaction of Tensile and Shear Forces: For loadings that include combined tension and shear, the Installations made under continuous special inspection design must be performed in accordance with ACI 318 must be performed in accordance with Section 1704.13 of Section D.7. the IBC and Section 1701.5.2 of the UBC. The special inspector must be on the jobsite continuously during 4.2 Allowable Stress Design (ASD): anchor installation to verify hole drilling method in 4.2.1 General: For anchors designed using load accordance with manufacturer's printed installation combinations calculated in accordance with Sections instructions, hole location, hole diameter and depth, hole 1605.3 of the IBC and Section 1612.3 of the UBC, cleaning in accordance with manufacturer's printed allowable loads must be established using the following installation instructions, anchor type, anchor diameter and relationships: length, adhesive identification and expiration date, adhesive installation in accordance with manufacturers Tallowable,ASD = ON„/a printed installation instructions, edge distance(s), anchor and spacing(s), concrete type, concrete compressive strength, ,h concrete thickness and installation torque. Vallowable,ASD = OVnla In cases where anchors are installed overhead (vertical where: up) and designed to resist sustained tension loads, Tai owabie,ASD = Allowable tension load (Ibf or kn) continuous special inspection must be provided. Vallowable,ASD = Allowable shear load (Ibf or kn) Installations made under periodic special inspection must be performed where required in accordance with Section ONn = The lowest design strength of an 1704.13 of the IBC, or Section 1701.5 of the UBC, anchor or anchor group in tension as whereby periodic special inspection is defined in Section determined in accordance with ACI 1701.6.2 of the UBC or Section 1702.1 of the IBC and this 318 Appendix D as amended in report. The special inspector must be on the jobsite initially Section 4.1 of this report and Section during anchor installation to verify anchor type, anchor 1908.1.16 of the IBC. dimensions, concrete type, concrete compressive strength, OV = The lowest design strength of an hole dimensions, hole cleaning procedures, anchor anchor or anchor group in shear as spacing, edge distances, concrete thickness, anchor determined in accordance with ACI embedment, and tightening torque. The special inspector 318 Appendix D as amended in must verify the initial installations of each type and size of Section 4.1 of this report and Section adhesive anchor by construction personnel on site. 1908.1.16 of the IBC. Subsequent installations of the same anchor type and size by the same construction personnel is permitted to be a = Conversion factor calculated as a performed in the absence of the special inspector. Any weighted average of the load factors change in the anchor product being installed or the for the controlling load combination. In personnel performing the installation must require an initial ES'R - 2508 I Most Widely Accepted and Trusted Page 5 of 14 inspection. For ongoing installations over an extended 5.10 Prior to installation, calculations and details period, the special inspector must make regular demonstrating compliance with this report must be inspections to confirm correct handling and installation of submitted to the code official. The calculations and the product. details must be prepared by a registered design See Section 4.1.8 and Table 5 in this report for special professional where required by the statutes of the inspection requirements. jurisdiction in which the project is to be constructed. 4.5 Jobsite Quality Assurance: 5.11 Where not otherwise prohibited in the code, SET -XP epoxy adhesive anchors are permitted for use with Where anchors are used for wind load resistance, jobsite fire- resistance -rated construction provided that at quality assurance must conform to Sections 1705 and least one of the following conditions is fulfilled: 1706 of the IBC. • Anchors are used to resist wind or seismic only. 4.6 Compliance with NSF /ANSI Standard 61: • Anchors that support fire - resistance -rated SET -XP Epoxy Adhesive Anchor Systems comply with construction or gravity load- bearing structural requirements of NSF /ANSI Standard 61, as reference in elements are within a fire - resistance -rated envelope Section 605 of the 2000 International Plumbing Code (IPC) or a fire resistance -rated membrane, are protected for products used in water distribution systems. SET -XP by approved fire- resistance rated materials, or have Epoxy Adhesive Anchor Systems may have a maximum been evaluated for resistance to fire exposure in exposed surface area to volume ratio of 216 square inches accordance with recognized standards. per 1000 gallons (3785 L) of potable water and /or drinking water treatment chemicals. The focus of NSF /ANSI • Anchors are used to support nonstructural Standard 61 as it pertains to adhesive anchors is to ensure elements. that the contaminants or impurities imparted from the 5.12 Since an ICC -ES acceptance criteria for evaluating adhesive products to the potable water do not exceed data to determine the performance of adhesive • acceptable levels. anchors subjected to fatigue or shock loading is 5.0 CONDITION OF USES unavailable at this time, the use of these anchors The Simpson Strong -Tie SET -XP Epoxy Adhesive Anchor under such conditions is beyond the scope of this report. System described in this report complies with the codes listed in Section 1.0 of this report, subject to the following 5.13 Steel anchoring materials in contact with preservative - conditions: treated and fire- retardant - treated wood shall be zinc - 5.1 SET -XP epoxy adhesive anchors must be installed in coated steel or stainless steel. The coating weights p y for zinc - coated steel shall be in accordance with accordance with the manufacturer's published ASTM A 153. installation instructions and this report. 5.2 The anchors must be installed in cracked and 5.14 Special inspection and jobsite quality assurance must e uncracked normal- weight concrete having a specified respectively. in accordance with Sections 4.4 and 4.5, compressive strength f',= 2,500 psi to 8,500 psi (17.2 respeeovctivellyy . MPa to 58.6 MPa). 5.15 SET -XP epoxy adhesive is manufactured and 5.3 The values of f used for calculation purposes must packaged into cartridges by Simpson Strong -Tie Company, Inc., in Addison, Illinois, with quality control not exceed 8,000 psi (55.1 MPa) for uncracked inspections by CEL Consulting (AA -639). concrete. The value of f ' used for calculation purposes must not exceed 2500 psi (17.2 MPa) for 6.0 EVIDENCE SUBMITTED cracked concrete. 6.1 Data in accordance with the ICC -ES Acceptance 5.4 Anchors must be installed in concrete base materials Criteria for Post - installed Adhesive Anchors in in holes predrilled with carbide - tipped drill bits Concrete (AC308), dated October 2008. complying with ANSI B212.15 -1994. • 6.2 Data in accordance with NSF /ANSI Standard 61, 5.5 Loads applied to the anchors must be adjusted in Drinking Water Systems Components - Health Effects, accordance with Section 1605.2 of the IBC or for the SET -XP adhesive. Sections 1612.3 or 1909.2 of the UBC for strength 7.0 IDENTIFICATION design, and in accordance with Section 1612.3 of the UBC and Section 1605.3 of the IBC for allowable 7.1 SET -XP Epoxy Adhesive is identified in the field by stress design. labels on the cartridge or packaging, bearing the 5.6 SET XP epoxy adhesive anchors are recognized for company name (Simpson Strong -Tie Company, Inc.), use to resist short-term and long -term loads, including product name (SET XP), the batch number, the wind and earthquake loads, subject to the conditions expiration date, the name of the inspection agency this report. (CEL Consulting), and the evaluation report number of (ESR- 2508). 5.7 Strength design values are established in accordance 7.2 Threaded rods, nuts, washers and deformed with Section 4.1 of this report. reinforcing bars are standard elements and must 5.8 Allowable design values are established in conform to applicable national or international accordance with Section 4.2 of this report. specifications. 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. ESR -2508 1 Most Widely Accepted and Trusted Wage 6 of 14 TABLE 1 -SET -XP EPDXY ADHESIVE ANCHOR INSTALLATION INFORMATION Nominal Rod Diameter (inches) Characteristic Symbol Units 1 5 3 /2 /8 /4 /8 1 Drill Bit Diameter dnoie 5 /8 3 /4 7 /8 1 1 Maximum Tightening Torque T;ns1 ft-Ib 20 30 45 60 80 2 3 3 3 4 Permitted Embedment Depth Range Min /Max (h in. 10 12 15 17 20 Minimum Concrete Thickness h in. h 5d Critical Edge Distance c in. 3 x h Minimum Edge Distance c,,,; in. 1 Minimum Anchor Spacing s in. 3 For SI: = 1 inch = 25.4 mm, 1 ft-Ib = 1.356 N -M. TABLE 2 -STEEL DESIGN INFORMATION FOR THREADED ROD Nominal Rod Diameter (inches) Characteristic Symbol Units 1/2 s/ 3/4 ' /e 1 Nominal Diameter d in. 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area A in. 0.142 0.226 0.334 0.462 0.606 Tension Resistance of Steel - ASTM A 307, Grade C 8235 13110 19370 26795 35150 Tension Resistance of Steel - ASTM A193, Grade B7 17750 28250 41750 57750 75750 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade B6 Nsa Ib. 15620 24860 36740 50820 66660 Tension Resistance of Steel - Stainless Steel ASTM A193, Grade B8 10650 16950 25050 34650 45450 Strength Reduction Factor for Tension - Steel Failure' 4> 0.75 Minimum Shear Stress Area Ase in. 0.142 0.226 0.334 0.462 0.606 Shear Resistance of Steel - ASTM A 307, Grade C 4940 7865 11625 16080 21090 Shear Resistance of Steel - ASTM A193, Grade B7 10650 16950 25050 34650 45450 Shear Resistance of Steel - Stainless Steel ASTM A193, Grade B6 Vsa Ib. 9370 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 0.71 Reduction for Seismic Shear - ASTM A193, Grade B7 0.71 ay,. Reduction for Seismic Shear - Stainless Steel ASTM A193, Grade B6 0.8 Reduction for Seismic Shear - Stainless Steel ASTM A193, Grade B8 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) Bar Size Characteristic Symbol Units - #4 #5 #6 #7 #8 Nominal Diameter d in. 0.5 0.625 0.75 0.875 1 Minimum Tensile Stress Area A in. 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 A in. 0.2 0.31 0.44 0.6 0.79 Shear Resistance of Steel - Rebar (ASTM A 615) Vsa Ib. 10800 16740 23760 32400 42660 Reduction for Seismic Shear - Rebar (ASTM A 615) ay.sels - 0.8 Strength Reduction Factor for Shear - Steel Failure' m - 0.65 'The tabulated value of c 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 Nominal Rod /Rebar Diameter Characteristic Symbol Units , 5 , , /2 or #4 I 18' or #5 I /4 or #6 1 / or #7 1" or #8 Minimum Concrete Thickness hnnn in. her+ 5d Critical Edge Distance C8C in. 3 x h Minimum Edge Distance Cmin in. 1 Minimum Anchor Spacing smin in. 3 Effectiveness Factor for Cracked Concrete k.,., - 17 Effectiveness Factor for Uncracked Concrete kc,uncr - 24 Strength Reduction Factor - Concrete Breakout Failure in Tension' 13 - 0.65 Nominal Diameter d in. 0.5 I 0.625 1 0.75 I 0.875 1 Load Bearing Length of Anchor in Shear to in. h Strength Reduction Factor - Concrete Breakout Failure in Shear' 13 - 0.7 Coefficient for Pryout Strength k - 2 Strength Reduction Factor - Pryout Failure' c - 0.7 'The tabulated values of 13 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 Nominal Rod /Rebar Diameter Condition Characteristic Symbol Units 1 /2" or #4 5 4 " or #5 3 /4 " or #6 V or #7 1" or #8 Temperature Characteristic Bond Strength Tk,uncr psi 2422 2263 1942 1670 2003 Range 1 for Uncracked Minimum 2 3 3 3 4 Concrete" Permitted Embedment Depth Range h in. i , Maximum 10 12 15 171/2 20 Temperature Characteristic Bond Strength5.5 T k,cr psi 1040 718 1003 619 968 Range 1 for Cracked Minimum 4 5 6 7 8 Concrete" Permitted Embedment Depth Range h in. Maximum 10 12 15 17 20 Temperature Characteristic Bond Strength T k,uncr psi 1250 1170 1005 860 1035 Range 2 for Uncracked Minimum 2 3 • 3 3 4 Concrete2.3.4 Permitted Embedment Depth Range h in. , , Maximum 10 12 15 17 20 Temperature Characteristic Bond Strength5•6 T k.cr psi 537 371 518 320 500 Range 2 for Cracked Minimum 4 5 6 7 8 Concrete2'3'4 Permitted Embedment Depth Range h in. , , Maximum 10 _ 12 15 17 20 Strength Reduction Factor - Dry Concrete 13d - 0.65 Continuous Strength Reduction Factor – 0.45 Inspection Water- saturated Concrete � Sa1C Additional Factor - Water- saturated Concrete K.41, 1 - 0.57 Strength Reduction Factor - Dry Concrete m dry , p1 - 0.55 Periodic Strength Reduction Factor – 13 P. 0.45 Inspection Water- saturated Concrete Additional Factor - Water- saturated Concrete Keet•p, - 0.48 'Temperature Range 1: Maximum short term temperature of 110 °F. Maximum long term temperature of 75 °F. 2 Temperature Range 2: Maximum short term temperature of 150 °F. Maximum long term temperature of 110 °F. 3 Short term concrete temperatures are those that occur over short intervals (diurnal cycling). Long term temperatures are constant over a significant time period. 4 For load combinations consisting of only short -term loads, such as wind or seismic loads, bond strengths may be increased by 72 %. 5 As detailed in Section 4.1.10 of this report, bond strength values for 7 /8" anchors or #7 rebar anchors must be multiplied by aN,seis = 0.80. 5 As detailed in Section 4.1.10 of this report, bond strength values for 1" anchors or #8 rebar anchors must be multiplied by aN•$e,, = 0.92. • ESR -2508 I Most Widely Accepted and Trusted Page 8 of 14 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, dhow Embedment Tension Load, (inches) (inches) Depth, h P N /a (inches) (Ib.) 1 / 2 5 / 8 2 2405 5 / 8 3 /4 3 2910 3 /a 7 /8 3 3450 7 / 8 1 3 3825 1 1'/ 4 4215 ** For SI: = 1 inch = 25.4 mm, lib = 4.45N. 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 = het,min 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 + 1.6L 12. Calculation of a based on weighted average: a = 1.2D + 1.6L = 1.2(0.3) + 1.6(0.7) = 1.48 13. Normal weight concrete: fc = 2500 psi 14. cat = ce2 Z Cac 15. h ? hmin ** Illustrative Procedure (reference Table 2, 4 and 5 of this report): 1" SET -XP Epoxy Adhesive Anchor (ASTM A193, Grade B7 Threaded Rod) with an Effective Embedment, h = 4" Step 1: Calculate Static Steel Strength in Tension per ACI 318 -05 Section D.5.1 = 0881%4 = 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 = ( DobNob = 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, = cl) = 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 = (DN = 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: TaIiowable,ASD = mNn /a = 6,240 / 1.48 = 4,215 lbs. ESR -2508 4 1 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 Drill Bit Brush Part Nozzle Part Dispensing Tool Adhesive Retaining Diameter Diameter' Number Number Part Number Cap Part Number (inches) (inches) ' !2 5 /8 ETB6 ARC50 -RP25 5 /8 3 /4 ETB6 CDT10, EDT22B, ARC62-RP25 3 1 4 7 /8 ETB8 EMN22i EDT22AP, EDT22CKT, ARC75 -RP25 7 / 8 1 ETB10 EDT56AP ARC87 -RP25 1 1 ETB10 ARC100 -RP25 For SI: = 1 inch = 25.4 mm. 'Rotary Hammer must be used to drill all holes. 2 Adhesive 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 Retaining Diameter' Number Number Part Number Cap Part Number (inches) #4 5 /8 _ ETB6 ARC50 -RP25 #5 — 3 / 4 ETB6 CDT10, EDT22B, ARC62 -RP25 #6 7 /8 ETB8 EMN22i EDT22AP, EDT22CKT, ARC75 -RP25 #7 1 ETB10 EDT56AP ARC87 -RP25 #8 1 ETB10 ARC100 -RP25 For SI: = 1 inch = 25.4 mm. 'Rotary Hammer must be used to drill all holes. 2 Adhesive Retaining Caps are to be used for horizontal and overhead anchor installations only. TABLE 9 —CURE SCHEDULE' Concrete Temperature Cure Time' ( °F) (°C) (hours) 50 10 72 70 21 24 90 32 24 110 43 24 ForSI: =1 F= (cx / +32. 'For water - saturated concrete, the cure times should be doubled. . › ESR 1 Most Widely Accepted and Trusted rage 10 a 14 SE 'NOW l'IMPAIUMIN For horizontal. vertical and overhead applications. •tcy' seconds III 14 cycles 7. * ' 4 SOCOMIS (min.) min 4 i t t::: (. '' '," dy * - ■ 7. ---, . - 7,1, i Min .} 1 1 ta i J '::+l ' r .. t,;, i ' '1 - qt.11i; ,' ..•' 11`:: " ..`'. , IA. ,,, ,,,„ fr OU ifr ! 80 °••-:: ,.....,,::. ••:: psi min. '.:: „,,,.; , i ....: .:. i psi min. 1. Drill-Drill hole to 2. Blow-Remove dust 3. Brush-Clean with 4. Blow-Remove dust specified diameter from hole with oil-finae a nylon brush for a from hole with oil-free and depth. compressed air for a minimum of 4 cycles. compressed air for a minimum of 4 seconds, minimum of 4 seconds. Note Refer to Tables A and B for proper drill bit size and brush part number. Ea CARTRIDGE FIUSPARIMON' 4.:.:-.N. — .....,_,_-. ''S1 1. Check-Check cartrid L= ge 2. Open-Open - s'..v.......-- expiration date2Do not cartridge per - , , - ,,----:".,-.-_,_-.--.. use expired product. package MAL Product is usable instructions. ,..... i, until end of printed 3. Attach-Attach proper 4. Insert-Insert cartridge 5. Dispense-Dispense adhesive expiration month. Simpson Strong-Tieg into dispensing tool, to the side until properly mixed nozzle to cartridge, (uniform color). Do not modify nozzle, Note: Refer to Tables A and B for proper nozzle and dispensing tool part number. El Filifite TWIRL' Vertical Anchorage Prepare the hole per instructions "Hole Preparation". Dry and Damp Hole& 1. Fill-Fill hole lir 2. Insert-Insert 3. 3. Do not disturb- 1 - ,- 7' 4 ) full ii clean, oil free i.i Do disturb starting from anchor. turning e anchor until ..;.' 4 ' . bottom of hole A slowly until the . ‘`..3,1z.:f.. fully cured. , to prevent • e .7:: .,...i anchor contacts air pockets -' ; ... "' ‘..i the bottom of ' b; ii. * a • .V. Withdraw a 0 .*;• i. the hole, '-.f nozzle as hole V .. - . fills up. ,.... ..,..,. Threaded red at rebar Note: Refer to Table C for proper cure times and Table D for maximum tightening torgue. EM FillING:TifWILE::. Horizontal and Overhead Anchorage Prepare the hole per instructions "Hole Preparation", Threaded 4: , i ,,, ; .:. . . Threaded rod or mbar r,fe...1t,I:, .; rubor „ f .1 75711° ,74 •e'...: I'' r ' % : ; .; * . of '4' ; ': .-'74r 1 ' 'PO t .fe: . ?; r .. .e 1. Install-Install Simpson 2. Fill-Fill hole 1/2 - % full, 3. Wed-Insert clean, ail free anchor. 4. Do not disturb-Do not disturb Strong-Tie ARC starting from bottom of turning slowly until the anchor anchor until fully cured. adhesive retaining hole to prevent air pockets. contacts the bottom of the hole. cap. (ARC required. Withdraw nozzle as hole Refer to Tables A and B.) fills up. Figure 1 —Installation Details ESR -2508 ( Most Widely Accepted and Trusted Page 11 of 14 Table A - Installation Details for Threaded Rod Anchors (ASTM A307. ASTM M93 Grade B7, Stainless Steel) Anchor Drill It Brush Part Nozzle Part Dispensing Tool Adhesive Retaining Diameter Diameterr Number Number Part Number Cap Part Number Y (in) (in) 1 ,5 ETB6 ARC50 -RP25 6 A ? ETB6 CDT EDT22B . ARC62 -RP25 3 74 ETBB EMN22i EDT22AP, ARC75 -RP25 T 1 ETB10 EDT22CKT, ARC87 -RP25 EDT56AP 1 11/2 ETB10 ARC100 -RP25 1. Rotary Hammer must be used to drill all holes. 2. Adhes ve Retaining Caps are to be used tor horizontal and overhead anchor installations on y. Table B - Installation Details for Reinforcing Bar Anchors (ASTM A615. Grade 60) Anchor Drill Bit Brush Part Nozzle Pad Dispensing Tool Adhesive Retaining Diameter Diameter Number Number Part Number Cap Part Number 2 (in) (in) a4 ETB6 ARC50 -RP25 5 9e ETB6 D TT228 . E ARC62 -RP25 rre ETBB EMN22i EDT22AP. ARC75 -RP25 €7 1 ETB10 E DT22CKT, ARC87 -RP25 =8 1'.b ETB10 EDT56AP ARC100 -RP25 1. Rotary Hammer must be used to drill all holes. 2. Adhesive Retaining Caps are to be used tor horizontal and overhead anchor installations only. Table C - Cure Schedule Concrete Temperature Cure Tlmet r F) r C) (hours) 50 10 72 70 21 24 90 32 24 110 43 24 1. For water- saturated concrete. the cure tines should be doubled Table D - Maximum Tightening Torque Ancho Anchor Maximum A r Tightening Torque (i (ft-lb) 1/2 20 cA 30 45 % 60 1 80 Figure 1— Installation Details (continued) ESR -2508 Most Widely Accepted and Trusted Page 12 a 14 ► 70010. Determine it a single .7 diameter ASTMiA193 Grade 07 anchor rod in SET-XP' epoxy adhesive with a minimum 41/2" embedment (5 4 4'2 `) s 27510. installed 14'4" from the edge of a 12" deep spandrel beam is adequate for T . , a service tension load of 70010. for wind and a reversible service shear 4, load of 2751b. for wind. The anchor will be in the tension Zone, away from other anchors in f' = 3,000 psi normal-weight concrete (dry). The anchor will be subjected to a maximum short-term temperature 01 110'F and a " maximum long -term temperature of 75°F. Continuous inspection will be 13/4' - ' - provided. • Note: Debar not shown forclarity. CALCULATIONSAND;OISCUSSION r W i r ,,, _`P,, „,REFERENCE CALCULATIONSAMY DISCUSSIONV4WWWII 1. Determine the tactored tension and 4. Concrete breakout capacity shear design loads: • AC1318, 9.2.1 under tension loading: D.5.2 N 1.GW= 1.6x700= 1,1201b. $N >_ N ;fa Eq. (0-1) I/ 1 .6W= 1.6 = A•‘, a "ft ru ued.N�cN�coils Eq. (0-4): Arrco 2. Design considerations: D.4.1.2 where: This is a combined tension and shear interaction Nb= k t che? Eq. (0 -7) problem where values for both $N, and $1/„ need to be determined. O is the lesser of the design substituting: tension strength controlled by: steel { $ A sa ), $N $ AN, °l ed r. .N k r , � chef'' concrete breakout ($Nc,), or adhesive (OW. A Nco $Vn is the lesser of the design shear strength controlled by: steel (obs;), concrete breakout where: ((ti Vet)). or pryout (0 / 00) . k, Ir 1 t c= Table 4 (Anchor is installed in a tension zone, therefore, cracking is assumed a/ service loads) 3. Sled capacity under tension loading: 0.5.1 $N > Nua Eq. (0-1) wcp,N 1.0 0.5.2.7 N = 17,750 lb. Table 2 ed,N= 0.7 + 0.3 1 5 � when c: < 1.5 lief Eq. (0-11) $ = 0.75 Table 2 by observation, ca,min < 1. 5I! e r n = 1 (single anchor) 1.75 w ed,N= 0 . 7 + =0.78 Calculating for $Pi 1.5(4.5) $N 0.75x 1 x 17,750 = 13,313 lb. > 1,12010. - OK yrc,N= 1.0 0.5.2.6 (assuming cracking at service loads) = 0.65 for Condition Et Table 4 (no supplementary reintorcementprovided) ,0 1150 = 9h Eq. (0 -6) = 9(4.5) 182,2510. 4 = (c + 15t! x 1.5he,) Fig. R0.5 .2.1(a) = (1.75 + 1.5(4.5))(2 x 1.5(4.5)) = 114.75 in.2 Ar = 114.75 = 0.63 ANco 182.25 Calculating for 0N„b: $N 0.65 x 0.63 x 1.0 x 0.78 x 1 x 17 x Section. 5.3 NEW) x (4.5)' = 2.59210. > 1,120 lb. - OK • Figure 2 - Example Calculation ESR- 2508 'I Most Widely Accepted and Trusted Page 13 of 14 CALCUL"ATIUNS-ANODGSCUSSION ..g M?,, t ;1EFERENCE37 :CA LCULATIONS DISCUSSION t,, .M, REFERENCE,: 5. Adhesive anchor capacity under tension loading: Section 4.1.4 8. Concrete breakout capacity under shear loading: D.6.2 iNa z Al Eq. (D -1) o '✓ua Eq. ( -2 ) N a = ANa - ed ila - P, Na N ao Eq. (0 16a) A , Aidac 7 cb= A GG w e4V ' c , V V o Eq. (0-21) Nac = ,T.k;crxdh,,l= 1,040x(05)(4.52) - 7.351 lb. Eq. (D -161) where: S c o G i =.20d (. , . 52fr 3h Eq. (0 -16d) . �; �,. 1 ye =7 fe�,f'ecal Eq. (0-24; s"43' (211)(0.5) 1 j 4 2 2 = 12.92" � 3h0 =13.5" table 5 substituting: 1 450 9Vcb= ' A lc Nr ed , V N' cV 7 ( 2 4 . / ./ o u r . � t;a r , , Scr.l�i = 12.92' Vice ` cf ccr.tda = Scr, = 12.92 = 6,46" E q. (0-16e) Where. 2 2 a = 0.70.1or Condition 6 A,Nao- (scr.Na) =:(12.92)2 166.93" Eq. (D-16c) (no supplementary reinforcement provided) D4.4 (c)(i) AN, = (ca 1 + ccrNa)(Scr,Na) _ (1.75 + 6.46)(12.92) = 106.07" Alto = 4.56 Eq. (11 -23) Ca = 4.5(1:75 4, edf r = ( 4 0.3 c a, i < 1.0 Since ca,mrn < ccov, Eq. (I)-16m) :. AVco = 13.78 fn? ca min 1.75 weq.Na- (0.7 +0'3c - , :36.46) 0.78. AV Eig.RD:G.2a(a1 ..r;ua ) =(0.7 +0 = .2(1.5(1.75))(1.5(1:75)) 4'9;Na - 1.0 AC308 0.5.3.24 :. A V =13.78 in,2 AVc = 13 . 78 =1 0.6.2:7 (1) = 0.65 for dry concrete Table 5 AVco 13.78 Calculating tor oNa: V 1 .0 s ince c 2 > 1.5r E . edV - a_ a i 9 ( 0.27' ON, - 0. 65x 9 106.07 3 x0.78 x.1 x7,351- 2,368 lb.>1,120lb. -OK vc,V =1.0 0.62.7 (assuming cracking al service loads) .6. Check all failure modes under tension loading: 0.4.1.2 d 0.5 in. Summary: 8d _ 8(0.5) = 4" D.6.2.2 Steel rapacity : 13,31311+ 0 Concrete breakout capacity = 2.592 Ib. cal = 1.75 in. Adhesive capacity = 2,368 Ib. e- Controls oV = 0.70 x1 x 1 x 1 x 7 x l0 5 ),L2 x v0 5 Section 5.3 ON,,= 2,368 lb. as adhesive capacity controls x 05 0x(1.75) lb. - OK 7. Sled capacity under shear loading: 0.6.1 4V z V Eq (D 2) 9. Concrete pryout capacity Section 4.1.7 V 10,650 lb, Table•2 ' cv= mi n1k e pN a : k N55] Eq. (D -30a) 0 = 0.65 table 2 kcn 2.0 tor h 2.5" Calculating for V Al = 3,643 lb. born adhesive - capacity calculation without o factor 4V = 0.65 x 10.650 = 6,923 lb. .> 440 Ib. - OK fil = 3,988 !ti. from concrete- breakout calculation without ti) lacier 'i (2.0)(3,643) = 7.286 lb. controls 0 =0.7 Table4 oV = (0.7)(7,286) = 5.100 lb. > 440 lb:- OK • Figure 2 - Example Calculation (continued) ESR -2508 I Most Widely Accepted and Trusted Pa 14 0# 14 CALCULATIONS;ANDAIISCUSSION, a , � z fi liEFERENCE, =', 10. Check all tailure modes under shear loading: 0.4.1.2 Summary: Steel capacity 6,923 lb. Concrete breakout capacity = 600 Ib. E- Controls Pryout capacity = 5,100 lb. U = 608 Ib. as concrete breakout capacity controls 11. Check interaction of tension and shear tortes: (t.7 110.2 or/„ ? V then the lull tension design strength is permitted. 0.7. r By observation, this is not the case. 110.2 0N = No. then the lull shear design strength is permitted 0.72 By observation, this is not the case. Therefore: Nua + Yua < 1.2 Eq. (0 -31) $Nn $tin 1,120 + 440 _ 0.47 +0.72= 1.19 <1.2 -OK 2,360 609 12. Summary A single W diameterASTM A193 Grade B7 anchor rod in SET -XP" epoxy adhesive al a 4 embedment depth is adequate to resist the applied service tension and shear loads o1700 Ib. and 275 Ib., respectively. Figure 2 — Example Calculation (continued) v BUILDING DIVISION a TIC RD SHOP DRAWINGS TRANSMITTAL LETTER TO: ' DAN NELSON DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED MAR 042010 FROM: cSO\VO ,\A ' DV' V CITY OF TIGARD COMPANY: ' #UC' BUILDING DIV PHONE: 503 1- 4{0 —10 Bytom 0 RE: • 11945 SW 70 Ave. BUP2009 -00208 • (Site Address) (Permit/Case Number) TVFR (Project name or subdivision name and lot number) Structural Plan Review Item #: 38 ATTACHED ARE THE FOLLOWING ITEMS: Copies:, Descri 'Copies: Description: _ Light gauge steel framing Reinforcing steel Steel decking Structural & miscellaneous steel 111 X Other (explain): CONCRETE MIX DESIGN Shop drawings are stamped and signed by the design professional in responsible charge as to having been reviewed and found to be in general conformance to the design of the building. • 1:\Building \Forms \Transmittal Letter- Shopllrawings.doc 11/27/07 • T. • ,�, ` Mix ID Number 141 40PGH2M0 KNIFE RIVER `° Concrete Mix Design western Oregon MIX DESIGN QUANTITIES English Units Metric Units Spec Material Product/Source Gray Weight Volume Mass Volume Cement Glacier Dallan/Jurong, Type I -11 3.15 495 Ib 2.52 ft 294 kg 0.093 m Fly Ash Boral Boardman, Class C 2.60 85 Ib 0.52 ft 50 kg 0.019 m Water(Total) WeII/S. Metro R -Mix Plant 1 1.00 285 Ib 4.57 ft 169 kg 0.169 m 3/4" -#4 Round Rock Reed 2.62 * 1325 Ib* 8.10 ft3 786 kg* 0.300 m 3/8 "-#8 PCC (Grits) Reed 2.60 * 325 lb' 2.00 ft 193 kg' 0.074 m PCC Sand Reed 2.57 * 1400 Ib* 8.73 ft 830 kg* 0.323 m Admixtures BASF 1.00 2.648 Ib 0.04 ft 1.57 kg 0.002 m Air(Entrap/Entrain) 2.0 % 3918 Ib 0.54 ft 2324 kg 0.020 m Total Mix Volume: 27.00 ft 1.000 m ADMIXTURES Spec Product ProductName/Type Gray Dosage Rate Dosage (English) Dosage (Metric) Mid -Range Water Re' BASF Polyheed 997 1.00 7.00 ozJcwY* 40.6 oz/cy" 1570.6 mUm Add! Fibers Ib/cy** 0.0Ib/cy *' 0.0 kg /m3** MIX DESIGN PROPERTIES Aggregate Properties ODOT Spec Source # Gray Abs FM Unit Weight 3/4" .44 Round Rock 2009 - 0.750- 000#4 -001 24-023 -2 2.62 2.6 104.1 pcf 1668 kg/m3 Dry Rodded 3/8 "-#8 PCC (Grits) 2009-00000 - GRITS -002 24 -023 -2 2.60 3.1 101.0 pcf 1618 kg/m3 Dry Rodded PCC Sand 2009-00000 -0SAND -001 24-023 -2 2.57 3.5 2.80 Plastic Properties: Slump: 6.0 + 1.0 inch 150 + 25 mm Air Content 2.0 + 1.5 % Unit Weight 145.1 pcf 2324 kg/m Design Properties: Required Strength (Pc): 4000 psi @ 28 days ✓ 28 MPa @ 28 days Total Cementitious: 580 Ib 6.17 Sack 344 kg Fly Ash %: 14.7 % W/C Ratio: 0.50 (incl Admix) Project TUALATIN VALLEY FIRE & RESCUE - COMMAND & BUSINESS OPERATIONS CENTER Contractor: HS WRIGHT Comments: FOR USE IN FOOTINGS, WALLS AND INTERIOR SLAB ON GRADE Footnotes: 'SSD Weights and Spec Gravities.** Admixture dosage rate will be adjusted according to manufacturer's recommendations to accommodate varying field conditions. Ffr-i) Incl � g:sr f r : f C~' °� e. r^ HOWARD S. WRIGHT CONSTRUCTORS Submitted By' E Y'IfL t Date Submltl7d fpf19 , w �'� � ' � t l i-.r TY M H F SUv`t 5 CO - am v -7 Sp•cc. Section �Cr? Designed By., , E, i7 a� a 6'V u t3, �.� v L LowiNa is NOTED: Dote Red / l? X NO EXCEPTIONS TAKEN FTarnAfth. . r j REVISE AS NOTED To ❑ REVISE AND RESUBMIT Arch. JAN 2 0 2010 By: ❑ REJECTED T his s.5c ^al h 5 c "S .- G r ic' •n _ ,•esE.•-, yr - r..). _ i i r'-v -� S p:t kr tl �g u� ,r ..�r�"R p . p/ Ariz, rerna,'afrer z , ' .;s.:: r, .: ...11 y HOWARD S. WRIGHT CONSTRUCTORS . #c��� L,ICE 4 164711 KNIFE ROVER CORPORATION % „ .; o d.. STANDARD SUBMITTAL SUMMARY - COMPRESSIVE t • MIX ID: 40PGH2M0 - DESIGN STRENGHTH: 4000PSI v.. DESIGN AGE: 28DAYS 3 Test Date Time Lab ID W/C 7 Day 28 Day Moving Sampled Sampled Laboratory Number Test Type % AIR SLUMP RATIO Average Average Average 2/22/08 12:55 CARLSON 08 -C4945 Field 1.30 6.50 3270 5053 2/28/08 12:10 CARLSON 08 -C4708 Field 2.00 6.00 3520 5200 2/28/08 14:05 CARLSON 08 -C4713 Field 1.50 6.50 3070 4917 5057 3/ 3/08 13:15 CARLSON 08 -C4496 Field 1.20 5.75 3640 5895* 5337 3/ 6/08 12:15 CARLSON 08 -C4436 Field 1.50 5.00 4620 6215 5676 3/ 7/08 12:15 CARLSON 08 -C4366 Field 1.10 5.00 3530 5077 5729 3/11/08 13:40 CARLSON 08 -C4548 Field 1.40 4.25 3830 5413 5568 3/14/08 13:15 CARLSON 08 -05305 Field 1.10 4.50 4180 5527 5339 3/19/08 11:55 CARLSON 08 -05740 Field 1.50 5.75 4570 5980 5640 3/19/08 14:12 MBI -CL 08 -C4250 Field 2.10 6.00 0.45 4170 5707 5738 3/21/08 12:15 CARLSON 08 -05708 Field 1.30 5.00 3950 5473 5720 3/25/08 14:15 CARLSON 08 -05692 Field 1.40 5.50 4400 5800 5660 3/27/08 13:40 CARLSON 08 -C6392 Field 1.90 5.00 4620 6267 5847 3/28/08 MAYES 08 -C9050 Field 7.00 0.45 4630 5713 5927 4/ 4/08 14:00 CARLSON 08 -C6502 Field 1.90 4.50 4240 5793 5924 4/ 7/08 14:35 CARLSON 08 -C6205 Field 1.20 4.50 4470 6027 5844 4/16/08 14:35 CARLSON 08 -C7745 Field 1.50 6.00 2910 4990 5603 4/24/08 14:45 CARLSON 08 -C7889 Field 1.20 6.00 4280 5730 5582 7/ 9/08 13:00 CARLSON 08- C14130 Field 1.20 5.00 3040 4073 4931 7/21/08 8:30 CARLSON 08- C14823 Field 1.20 4.75 4790 5977 5260 6/18/09 MAYES 09- C11975 Field 6.50 0.44 3930 5170 5073 9/18/09 MAYES 09- C15512 Field 6.00 0.43 3940 5207 5451 Average 1.45 5.50 0.44 3982 5509 Standard Deviation 0.31 0.79 0.01 570 517 Coefficient of Variation 21.53 14.31 2.16 14.31 9.38 Average 7:28 Day Ratio 72 Number of Tests 22 22 % AIR SLUMP W/C RATIO 7 Day Avg 28 Day Avg * Indicates a cylinder was not included in the average per ODOT Section 00540 OI- 11- 10;05:23PM; ;5039443599 # 2/ 3 KNIFE Mix ID Number: 50S32200 RIVER CORPORATION Concrete Mix Design wrnueenummmow1 Western ores*. MIX DESIGN QUANTITIES English Units Metric Units Spec Material Specification Gray Weight Volume Mass Volume Cement ASTM C150 Type 1, Type 1 -11 3.15 725 Ib 3.69 ft 430 kg 0.137 m Fly Ash ASTM C618 Class C, Class C 2.80 100 Ib 0.62 ft 59 kg 0.023 m Water(Total) Well 1.00 292 Ib 4.68 ft 173 kg 0.173 m 3/8 - #8 Round ASTM C33 #8 2.60 " 900 Ib" 5.55 ft 34 kg* 0.205 m #4-0. Natural ODOT 02690 2.57 * 1781 Ib* 11.10 ft 1056 kg* 0.411 m Admixtures 1.00 2.368 Ib 0.04 ft" 1.40 kg 0.001 m Air(Entrap /Entrain) 5.0 % 3801 Ib 1.35 ft 2254 kg 0.050 m • Total Mix Volume: 27.00 ft .000 m ADMIXTURES Spec Product Specification Gray Dosage Rate Dosage (English) Dosage (Metric) Water Reducer 1.00 4.00 oz/cwt" 33.0 oz/cy** 1276.5 mUm Air Entrainment ASTM C260 Air Entrainment 1.00 0.40 oz/cwt"" 3.3 ozJcy** 127.8 mUm Add'I Fibers lb /cy"* 0.0Ib/cy** 0.0 kg /m3 ** MIX DESIGN PROPERTIES Aggregate Properties Spec Gray Na FM Unit Weight 3/8 -#8 Round 2.60 3.1 101.0 pct 1618 kg /m3 Dry Rodded #4-0. Natural 2.57 3.5 2.80 Plastic Properties: Slump: 2.0 + 1.5 inch 50 + 37.5 mm Air Content: 5.0 + 1.5 % Unit Weight: 140.8 pcf 2254 kg/m Design Properties: Required Strength (fc): 5000 psi @ 28 days ✓ 34 MPa @ 28 days Total Cementitious: 825 Ib 8.78 Sack 489 kg Fly Ash %: 12.1 % W/C Ratio: 0.36 (incl Admix) Project TUALTIN VALLEY FIERE & RESCUE COMMAND AND BUSINESS CENTER IN TIGARD Contractor ALPINE GUNITE FOR HOWARD S WRIGHT Comments: 5000 PSI SHOTCRETE Footnotes: *SSD Weights and Spec Gravities. ** Admixture dosage rate will be adjusted according to manufacturer's recommendations to accommodate varying field conditions. Submitted By: Richard Peters Date Submitted: 01/1;1/ 201r 0 -- .- ` k . 1 1 ' I J? N S i R L•' C i 0 ks Designed By Kellly Alexender CCT 41733 u DS 70 - I ( /' t U THIS DOCUMENT HAS BEEN REVIEWED FOB t- r -: 6 _ ;;" Caw NEHAL COMPATIBILITY WITH DES4G T� /, r_,,, = �`��1 -�� 1 CONCEPT AND THE FOLLOWING IS NOTED: Arch. JAN 2 9 Z3i0 X NO EXCEPTIONS TAKEN ❑ REVISE AS NOTED 77,--7-,: .� ,1._.�. ,,,= . :; = _, ^ ,._.._._ ❑ REVISE AND RESUBMIT hc� � s. �. 1----7:71 ❑ REJECTED �,; U (� G\ ! lJ y kp 'rI -- O2./o3.D 3 Y Date NO EXCEPTION TAKEN . MAKE CORRECTIONS NOTED ❑- REJECTED 0 REVISE AND RESOPAtT E Checking is only for ccnTormsnc' with the design concept of the preloct `',i - e ti. ?r •:.t the r o. ni :�t To &proved dray ir,r ; is : c;:,_ i e ,,i?�ha farth in t: e i cto ti:-.; . cor i l c r for j o b s sians ri. ;c,5 it -at pe.irt •ir s the. the job site tar c .... ., 9t CC:h !rYl t ech n i tion i a : `' lin of the :ic.ei'ii of all techniques and for cun.c trade _ — r 8 Data PECK Sr'ILE -T 4 ARCH E SOTS 4412 SW Corbett r X48 -�17� Portland, Oregon 97239, ( ) 4 4KN1FE RIVEi� CORPORATION AM s Oregon M .m. STANDARD SUBMITTAL SUMMARY - COMPRESSIVE 0 MIX ID: 50332200 ' I DESIGN STRENGHTH: 5000PSI 0 DESIGN AGE: 28DAYS o N w w 3 Test v Data Time Lab ID W/C 7 Day 28 Day Moving Sampled Sampled Laboratory Number Test Type % AIR SLUMP RATIO Average Average Average 10/ 4/07 ACS 07- C20087 Field 5.50 2.00 5330 7110 10/ 5/07 10:30 ACS 07- C20090 Field 5.50 2.00 5620 7595 10/ 5/07 14:40 ACS 07-C20093 Field 5.50 1.50 5830 7565 7423 10/24/07 9:45 ACS 07- C20804 Field 5.50 1.50 5710 6905 7355 10/24/07 12:40 ACS 07- C20777 Field 5.50 1.50 5570 6675 7048 10/25/07 10:35 ACS 07- C20846 Field 5.50 1.50 4930 6900 6827 10/25/07 15:30 ACS 07- C20849 Field 5.50 1.50 5090 7100 6892 11/12/07 11:50 ACS 07- C20491 Field 5.50 9.50 5540 6800 6933 11/19/07 MATES 08 -C760 Field 4.50 2.50 0.34 6287 6729 11/19/07 MAYES 08 -C764 Field 4.80 2.50 0.34 6147 6411 11/20/07 MAYES 08 -C752 Field 5.60 2.50 0.34 5483 5972 11/20/07 MAYES 08 -C756 Field 6.00 2.75 0.35 5920 5850 12/ 7/07 10:55 ACS 08 -0572 Field 1.60 1.50 5310 7475 6293 12/10/07 MAYES 08 -C740 Field 5.00 2.50 0.34 4650 6650 6682 12/10/07 MAYES 08 -C744 Field 4.70 2.50 0.34 4990 6397 6841 12/10/07 12:10 ACS 08 -0575 Field 5.50 2.00 4390 6895 6647 12/11/07 MAYES 08 -C736 Field 4.80 2.75 0.33 5140 6790 6694 12/12/07 MAYES 08 -C3430 Field 4.90 2.25 0.33 5560 7230 6972 12/13/07 MAYES 08 -C3414 Field 5.20 2.25 0.31 5660 7443 7154 2/ 6/08 12:50 ACS 08 -C4874 Field 5.50 3.00 5700 8170 7614 2/ 8/08 10:45 ACS 08 -C4871 Field 5.50 2.00 • 5320 7850 7021 2/21/08 10:30 ACS 08 -C4636 Field 5.50 3.00 5600 7565 7862 2/21/08 13:45 ACS 08 -C4639 Field 5.30 2.50 5750 8275 7897 2/23/08 - 11:30 ACS 08 -C4648 Field 5.70 3.00 5020 7170 7670 2/23/08 13:30 ACS 08 -C4651 Field 5.60 3.00 4930 6980 7475 3/11/08 12:45 ACS 08 -C4764 Field 5.50 2.00 7720 7420 7190 0 3/12/08 11:10 ACS 08 -C4770 Field 5.50 2.50 5570 7730 7377 m A Average 5.21 2.52 0.34 5432 7057 w Standard Deviation 0.80 1.49 0.01 626 658 m Coefficient of Variation 15.35 59.04 3.37 11.53 9.33 D Average 7:28 Day Ratio 77 Number of Tests 23 27 % AIR SLUMP W/C RATIO 7 Day Avg 28 Day Avg u w w Material Safety Data Sheet May be used to comply with OSHA's Hazard Communication Standard. '9 CFR 1910.1200. Standard must be consulted for specific requirements. IDENTITY (As used on Label and Listl Note: Stank emcee are not permitted. 11 any item la not appllcablq or no inlor Fresh Mixed Unhardened Concrete mation le a ellab/a the apace must be marked to Indicate that. Section I • Manufacturer's Name Emergency Telephone Number Morse Bros.. Inc. (503) 928 - 6491 Address (Number, Street, City, Stela and LIP Code) Telephone Number for information 32260 Hwy 34 (503) 928 - 6491 Date Prepared Tangcnt, OR 97389 Signature of Preparer (optional) Section 1I — Hazardous Ingredients/Identity Information Other Limits Hazardous Components (Specific Chemical Identity. Common Nerne(sD OSHA PEL NA ACGIH TLV NA Recommended None Identity Information: Formula — Mixtures of portland or blended cements, concrete aggregates and chemical admixtures. Portland and Blended Cements: 3CaO•SiO, (CAS (i 1216845 -3) 2CaOoSiO (CAS # 10034-77-2) 3CaO•Al (CAS / 23042 -78-3) 4Ca00A1 (CAS # 1206835-8) CaSO.•2H (CAS A 7778 -18 -9) plus traces of CaO, MgO, IC,SO., and Na :SO.. Other Ingredients: Concrete Aggregates, Inert gravel. sand and rocks Admixtures, May include fly ash, granulated slag and very small amounts of organic and inorganic materials which have no effect on the hazards associated with the use of the product. Section III — Physical /Chemical Characteristics Boiling Point SpacifIc Gravity (H = 1) NA NA Vapor Pressure (mm Ng) Melting Point r NA NA Vapor Density (Air = 1) Evaporation Rate NA (Butyl Acetate = 1) NA Solubnity in Water Slight (0.01 to 1 %) Appearance end Odor Gray, plastic. flowable, granular mud and odorless Section IV — Fire and Explosion Hazard Data Flash Point (Method Used) Flammable Limits LEL UEL NA NA _ NA NA Extinguishing Media NA Chemical Fire Fighting Procedures • NA Unusual Fire and Explosion Hazards NONE • • Section V — Reactivity Data Stability ^ Unstable - Conditions to Avoid Stable X However, product stiffens and hardens in 2 to 8 hours and is no longer hazardous. Incompatability (Materials to Avoid) None Hazardous Decomposition or Byproducts None 1tazardou$ • May Occur Conditions to Avoid Polymerization Will Not Occur X Section V1 — Health Hazard Data Route(*) Of Entry: Inhalation? Skin? Ingestion? No No Yes treeIth Hazards (Acute and Chrome) Acute — Wet plastic, unhardened concrete, can dry the skin and cause alkali burns (cement dermatitis). Chronic — Hypersensitive individuals may develop an allergic dermatitis. Cement may contain trace amounts of chromium. carcinogenicity: NTP? IARC Monographs? OSHA Regulated? No No No $igne and Symptoms of Exposure Irritation of skin and burning sensation particularly when exposure is in an area of skin previously subjected to abrasion or irritation. Medical Conditions Generally Aggravated by Exposure None IGtovra Emergency and First Aid Procedures Irrigate eyes with water. Wash atposed areas of the body with soap and water. Section VII — Precautions for Safe Handling and Use Steps to Be 'Taken in Case Material is Released or Spilled Spill does not increasc hazard. Waste Disposal Method Material can be retained until it hardens when it can be disposed of as common waste. Precautions to Be Taken in Handling Use barrier creams, gloves, boots, and clothing to protect the skin from prolonged contact with plastic concrete Particularly avoid abrasion of the skin in contact with unhardened plastic concrete. Precautions must be observed because cement burns occur with little warning -- tittle heat is sensed. Eye protection is not generally required except when placing methods cause splash when tightfit- ting goggles should be used. • Section vial — Control Measures Respiratory Protection (Specify Type) Not Required Ventilation • Local Exhaust Special Mechanical Menem!) Other NA Protective Gloves - Eye Protection See VII See VII Other Protective Clothing or Equipment See VII Work Hygenic Practices See VII Page 2 BUILDING DIVISION I. • TIGARD SHOP DRAWINGS TRANSMITTAL LETTER a TO: DAN NELSON DATE RECEIVED: DEPT: BUILDING DIVISION RECEIVED FROM: SaV A tb Vim" MAR 0 4 2010 COMPANY: ) VJ�(/� CV1S CITY DING DIVISION N ( 4 • UILDING DIVISION J PHONE: SL��' + JLk (L _( ) 1' By: RE: 11945 SW 70 Ave. BUP2009 -00208 (Site Address) (Permit/CaseNumber) TVFR (Project name or subdivision name and lot number) Structural Plan Review Item #: 38 ATTACHED ARE THE FOLLOWING ITEMS: Copies: l Description: ' Copies: Description: Light gauge steel framing 6 > X Reinforcing steel Steel decking Structural & miscellaneous steel Other (explain): Shop drawings are stamped and signed by the design professional in responsible charge as to having been reviewed and found to be in general conformance to the design .of the building. 1: \Building\Forms \Transmittal Letter - ShopDrawings.doc 11/27/07