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HomeMy WebLinkAboutF2001-0042 - MiscCITY OF NEWPORT BEACH P.O. BOX 1768, NEWPORT BEACH, CA 92658.8915 Building Department Project Address: 1 1-[ D 12-1 V E Plan Check No.: o 7 7 7 _ "Zesty t Date: "Plan Check Engineer: 'In u S F Phone: Li49) 644_ S2.7 6 NON-RESIDENTIAL FIRE SPRINKLER CORRECTIQNS Codes and Standards Used: City of Newport Beach Public Works Desiea Criteria. NFPA 13. 1999 Edition & NFPA 24. 1995 Edition Designer: /_n,Cto p1R-t= Pae"(ea, Phone: (323) 3'7 1 — .t c, C, Designer to have License Classification marked below: [ 1 C-16, [ 1 C-34, [ ] C-36, [ ] "A" (Gen. Engineering) (underground & overhead) Underground Only (Note: Contractor may only design sprinkler systems, which he will install) RAISE '/ k Lo Acho hi TO 4:1 seoo Specify 5(] job address, [ ] owner's name & address, [ 1 designer's name and license number. ,llo ,'D DR-' 6S ZN D 1 crA 'j E i� c .v p L—n-rJ Srt.A-11 r e.e ga a 4--7 Designer to stamp and sign the drawings. Specify type of sprinkler system. 1-4.3. [ ] Wet pipe [ ] Dry pipe [ 1 Pre -action [ 1 Circulating closed loop [ 1 Deluge [ 1 Anti -freeze [ 1 Combined dry pipe and pre -action [ 1 Combined Standpipe/Sprinkler System [ 1 Gridded [ ] Looped 3300 Newport Boulevbrd, Newport Beach Specify the occupancy classification per section 2-1 and area per sprinkler (per section 5-6.2.2). [ ] Light hazard [ ] Ordinary hazard Group I [ ] Ordinary hazard Group II [ 1 Ordinary hazard Group III [ ] Extra hazard Group I [ ] Extra hazard Group II [ ] High piled stock Specify if the construction is obstructed or unobstructed 1-4.6. [ ] Smooth ceiling [ ] Beam and Girder [ 1 Bar joist [ ] Wood joist [ ] Wood Truss Construction Provide fire hydrant flow test data. I Contact the Public Works Department (949) 644-3311 Write a note on drawings 'Double Check Back Flow Prevention Valve Assembly is Required". Contact the Newport Beach Public Works Department at (949) 644-3311. P► e J t D e h minf fr1 t tJ� Ate Js7e12- es.RauofO Pt PtnlC. is Dame fay c7HEK-S Incorporate the water flow test data into your drawings. - u nl pe R A. SW P Situ. A-PP(i s parzrm,r 10. Provide system calculations. Provide Fire Department connection with check valve on the front side (street side) of the building. Provide a sign in accordance with Newport Beach Fire Department Standard # 305.01. All 2" and larger connections to a public water supply to be controlled by a post indicator valve (PIV) at minimum distance 40' from building. 2-2.6. PIV's to be protected from mechanical damage. 3-3.2 771 All control valves to be listed indicating types. 3-1.1 (write a note) jr5./ All connections from the private main to a building to have a listed indicating / valve, show location. 3-3.1 Control valves to be clearly identified and secured. p �,v t p A. mere' en) pU%}nl slftTu46 'tam -rests, v9nWe To (1€ cLaAiLt-{ • IDS N "itmei) A ?- pea. cirri' or nfe 4 p&U1 &e fr ct-t S Q e t t es oigs type of underground piping. All UG piping listed for fire protection rvice and in compliance with AW WA standards and suitable for. Fire resistance 1 P ra' -re) LAMMst.1ZS Maximum working pressure Te Sc(.0t,a 4r $ Laying conditions Soil conditions Rated for at least 150 PSI. Specify type of joints and fittings for UG. pipe. All joints and fittings to be approved, compatible with pipe used. Ras Fs. a 2. "ra Co r2L S Private fire service main to be 6" min. 7-6.1 Show location of sectional value(s) for private fire service main water supply. 3-5.1 12e�L= tL "Co co etz.sCT to NI 4 ? UG. pipe to a minimum of 30" below grade (36" below grade in paved areas). 8-1.1 UG. pipe not to pass underbuilding. 8-3.1 bolted joints to be cleaned and coated with corrosion retardant after fellation. Specify material. ag 70 Cp t2-t - Specify method of U. G. pipe restraint. Provide details 8-6.2 Specify that underground pipe to be flushed per 9-1.1 Provide hydrostatic test notes. UG pipe to be tested per section 9-2. Show location of fire hydrants on site plan. 4-2. Provide a riser detail (elevation). Specify clearance around riser and all pipe penetrating rigid walls and floors. 1" for pipes g 3 1/2"@ and 2" for pipes > 4" CO, provide caulking for mains and cross main. 6-4.4.1 Provide a system drain. Size per table 5-14.2.4.2. a 8 TA 1 NI P 0 6( lc_ '.1 e p le S C. A'PPR-eVAU -re(2 t,lSLR A42 ,(tUea -re SIo2.M 0 12 4Vl Provide a test drain valve at the end of line. APP2ovao PEW— t2KA!, HoFSTADT o1/41 0R_le..tkm.11Y } 3 tot pew f.,5. Show what each system test drain line empties to in order to prevent water damage. e 6"(R t tJ Qc (u c. i e t2 Ife--S ,c- 9p t2o vA-L. k-PP2ov8o pert DIC.k- NoFS1A-o1 System has more than 20 heads, provide a flow switch and local water flow alarm. 5-15.1.1 L,p cA 1 Lo •J pe e.J til e'D 5 rtA- t 1 .6 E G.l ©.0 p f✓ D Water flow alarm to be monitored in high-rise buildings (5-15.1.6) or if the system has more than 100 sprinkler heads (more than 20 heads in I Div. 1 occupancy) (CPC 1003.3.1). Provide alarm drawings. pats u Im ff A NOTE o.J piAn3 Slits 4FIaa Sw'1TLN 4 friblea FLet.J A•LAKM 13-y Provide a pressustga,ge at the system main drain (5 ). o 1 Ke /a5 Specify type of OH. pipe to be used in accordance with Table 3-3.1. inip W-tusertoa Pp.svpep SHA4t ESE (...e-c-• � Specify type of OH. pipe fittings to be used in accordance with tables 3-5.1 and3-5.2. LNFD• PRoJ!De° 5144)1 &E (--6C-i13L exible coupling should be installed for pipes with sections greater than 2' " 4) at the following locations : (6-4.2) )Q,D) t (7E k (' Lt•Lfi- t3 [ ,f`(--CES 6a PtOrn) a. b. c. d. e. f. g• within 24" from top and bottom of risers within 12" above and within 24" below the floor in multi -story buildings on both sides of concrete walls within 1' of the wall surface at or near expansion joints within 24" of the top and bottom of drops to hose lines and mezzanines at seismic separation. within 24" of top of drops exceeding 15 ft. supplying more than one sprinkler. h. above and below any intermediate points of support for a riser or any vertical pipe. Put the following notes on drawings: pipe welding to be done by a certified welder welded pipe to be inspected by City inspector prior to hanging all welds to be stamped by welder. to be selected from Section 6-1. If hangers are designed for the system main piping, they should support 5 times the weight of the water filled pipeplus 250#. (6-1 1). Hangers selected from tables shall support the weight of water filled pipe plus 250#. Provide hanger listing and detail. ENG. iNEE �ALe , • SHAII 2Nc.LUOe A �r•tplelff a ►zEA.ILOo J J c F ty,w l nlL� f R— kaovE can Fate c? 1 o /.f • APPlica Sit DETAIL 4. cw1_44,1.nlia'9 SHatt MA•"(cr(. ekic,iaeet sKht/ w�TIn-A-1P t sllonl a•ppt<e-kpta SHee;-[s op OlawIltJe. 4 r a 4/_ se Show location of riser supports. Anchor at top and bottom and at 25' in between, and at each section of pipe (6-2.5.3). 6-126 sS fLe to <Z e tJa.e A PP t Led; L� E D�TV & Vt-S ✓ Spacing of pipe hangers to be per Table 6-2.2. Each pipe segment on branch line to have one hanger min. (6-2.3.1) Maximum cantilevered pipe with end sprinkler to be 3' for 1" @ pipe, 4' for 1 1/4@ pipe and 5' for 1 1/2"@ pipe. (6-2.3.3) The maximum length of unsupported arm over pipe to a sprinkler to be 2' for steel pipe, 1' for copper pipe. (6-2.3.4) Design longitudinal and lateral -bracing per 6-4.5.6 pR.ov t 0 E SlR-uct / G g 'e�SMiMaprvs aYN He:�a.e` amss s nge+.lcei��c►Z Longitudinal bracing chilli be spaced at a maximum of 80 feet. 6-4.5.4 Provide a four way brace at the top of all risers. 6-4.5.5 (f21—EA Se VC1t1 F r) Ca go SS -mil ues AOkk ,Mtie PE1SILA Lateral bracing shall be spaced for main and cross main at a maximum of 40 feet. 6-4.5.3 l.C- rs S a ✓ E ►Z1(' � i (GR...oSS ►2EF. APPItCASAE) Exception #2 for 6 inch rods .per TA 1 S Exception #3 for U-hooks Provide specs and drawing for sway bracing orspecify the NFPA standard bracing from tables 6-4.5.8; 6-4.5.9. p 20 v I p G �,y c o +�'(i o •v (3'( A- D en1GDLNeara ('SBrs co rterrtS sal 2SV®elf a. Specify sprinkler head and listing. Orifice size to be 1/2" nominal. s b. Dry preaction system requires upright sprinkler heads or pendant heads listed for dry use. Provide spare sprinklers per 3-2.9.3. System Spare Sprinklers 0 — 300 6 300 —1000 12 Sprinklers to be spaced per Table 5-6.2.2(a), (b), (c) Minimum distance between sprinklers to be 6 feet, 5-6.3.4. Sprinklers in concealed attic space shall be of intermediate temperature classification. 5-3.1.4.2(6) Sprinkler head to be at ft. from wall and not more than 9' from wall in small rooms (800 ft2). 5-6.3.2.1 Min. distance to wall 4". 5-6.3.3 5 Sprinklers adjoining ceiling mounted obstructions must comply with Tables 5-6.4.1.2 and 5-6.5.2.3 for floor mounted obstructions. Sprinkler deflector to be 1" to 12" below smooth ceiling. (1" to 6" below structural members. 22" max. below deck for obstructed condition.) 5-6.4.1.1 and 5-6.4.1.2 Sprinkler deflector to be parallel to sloped ceiling. 5-6.4.2 Minimum clearance below sprinkler is 18". 5-5.6 Sprinklers to be provided in kitchen exhaust duct serving the hood at: a. duct entrance b. at top of each vertical riser c. at the midpoint of each offset d. at 10 ft. on center in horizontal ducts e. hood exhaust plenum chambers shall have a sprinkler at 10' on center maximum spacing (4-9.3; 4-9.4; 4-9.5) Sprinklers in hood exhaust duct and plenum shall be extra high temperature classification (325°F to 375°F) orifice to bel14" to 112" diameter. (4-9.6) See additional corrections on drawings. TAh\1L pia-ESSorLE useo tnl cALcuL4?to"J Stt A4 k gE 12-e-p ucg p To - `l 7.80 = -7 2 p s i No PCieMiT wll_l_- late LssUeP unit—E.-SS 40 &t ote. 5eTs of Qn-A-6-il,JG is p rzsivinnY0 Forme \ Firemrr1198.doc 6 HOWARD PARSELL COMPANY dba Howard Parsell, Structural Engineer, Inc. Architecture • Structural & Civil Engineering Job 4854 Main Street Job No. Yorba Linda • California 92886-3469 Date 7/16/01 714-777-3765 • Fax 714-777-9083 Sheet No. STRUCTURAL CALCULATIONS LATERAL CONCRETE ANCHORAGE SUPPORT FOR NEW FIRE SPRINKLERS HOAG HOSPITAL 1 HOAG DRIVE NEWPORT BEACH, CA 92658 (V N 0 These Calculations Not Valid Unless Wet Signed And Sealed In Space Above Howard Parnell, Structural Engineer, Inc., dba HOWARD PARSELL'COMPANY architecture structural engineering civil engineering 4854 MAIN STREET YORBA LINDA, CALIFORNIA 92886 714-777-3765 FAX: 714-777-9083 (w) � S r) 62 I N k lr , 1 v??o r�J. tL k r3oi"7 I INoRST egjc 67N ✓ UPI Zkfti Rp --- 3O.rj tiq 113 Ip _ "PL "717✓ , I, 6 hr ; Sb,'1 rx: 56,1 FP: I (,si) JFr�ILA, Cq _ , S-1 C✓ I,OZ I , o g 6 I,✓ Lola x l.f _ ,S9W JOB N o,q-c N b S in t, L. JOB NO. DATE )' I6'O r SHEET NO. z-- VALk = /S 4o * TAL ITL L10 .5"iAt,1a-,..tiCJ,oY ( Ff-i/f,7, a( Howard Parnell, Structural Engineer, Inc., dba HOWARD PAASELL'COMPANY architecture structural engineering civil engineering 4854 MAIN STREET YORBA LINDA, CALIFORNIA 92886 714-777-3765 FAX: 714-777-9083 JOB JOB NO. DATE SHEET NO. C g i R1L,-7 V L DA-) I/t/ 0/2S r z 4 J fit- I,- Q [2- s C 4 J t — 0/2,4 414 Lit./ - 400t V= . k 9o) x Ito b Li) r /,, - (/A I. Z I K 4in x ! b a4 ,"701 i, (312— / 41-Th Ili,' I glv s' CIvba — 60 0 V- q gX 6o X 63 x� �o7 6SyL= r 9041 '9 ' yQ.Y (4i 411 c 1 bK V- 61,1x60xLos‘: 0,9 6 3 9 \S y: I d40 g6 ICBO Evaluation Service, Inc. Amman Accredited 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Copyright O 2001 ICBO Evaluation Service, Inc. ER-4627 Reissued February 1, 2001 Filing Category: FASTENERS —Concrete and Masonry Anchors (066) KWIK BOLT -II AND POST NUT KWIK BOLT -II CONCRETE ANCHORS HILT1, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Kwik Bolt -II and Post Nut Kwik Bolt -II Concrete Anchors. 2.0 DESCRIPTION 2.1 Kwik Bolt -II: Kwik Bolt -II (KB -II) concrete anchors consist of a stud, wedge, nut and washer. The stud is manufactured from a car- bon or stainless steel material. The carbon steel Kwik Bolt -II stud is made from AISI 1038 or AISI 1144 materials. The wedges are made of AISI 1010 steel, except that KB -II 3/4-by-12, KB -II 1-by-6, KB -II 1-by-9 and KB -II 1-by-12 an- chors have AISI 304 (stainless steel) wedges. All carbon steel components are zinc -plated. Each component of the stain- less steel Kwik Bolt -It anchor is made from either AISI 304 or AISI 316 material. The stud consists of a high -strength steel rod threaded at the upper end. A normal threaded KB -II has a thread length equal to or less than three bolt diameters, while a long threaded KB -II has a thread length greater than three bolt di- ameters. The tapered mandrel has an increasing diameter to- ward the anchor base, and is enclosed by a three -section wedge which freely moves around the mandrel. In the vertical direction, the wedge movement is restrained by the mandrel taper at the bottom and by a collar at the top of the mandrel. When subjected to torque, the wedge is forced against the wall of the predrilled hole to provide the anchorage. Allowable tension and shear values in normal -weight concrete are shown in Tables 3 and 4 for the carbon steel and stainless steel anchors, respectively. Allowable tension and shear val- ues for lightweight concrete are shown in Tables 5 and 8. The anchors are illustrated in Figure 1. 2.2 Post Nut Kwik Bolt -II: Post Nut Kwik Bolt -II concrete anchors consist of a carbon (AISI 1144) or stainless (Type 304) steel stud and post nut. The threaded end of the stud is fabricated to accept a threaded post nut with an outside diameter equal to the nomi- nal diameter of the stud. The post nut has a countersunk - head configuration. Allowable tension and shear values for carbon and stainless anchors in 3,000 psi (20.7 MPa) normal - weight concrete are shown in Table 7. The anchors are illus- trated in Figure 2. 2.3 Installation: 2.3.1 Kwik Bolt -II: Holes are drilled into the concrete using carbide -tipped masonry drill bits complying with ANSI 8212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of an- chor embedment by at least two anchor diameters, to permit overdriving of anchors and to provide a dust -free area. The anchor must be hammered into the predrilled hole until at least six threads are below the surface. The nut must be tight- ened against the washer until the torque values specified in Table 1 are attained. Minimum embedment depths, edge dis- tance and spacing requirements are set forth in Tables 1 and 2. 2.3.2 Post Nut Kwik Bolt -II: Holes are drilled into the con- crete using carbide -tipped masonry drill bits complying with ANSI 8212.15-1994. The drill bit diameter must be the same as that of the anchors. The drilled holes must exceed the depth of anchor embedment by approximately two anchordi- ameters, to permit overdriving and to provide a dust -free area. The anchor is tapped into the hole until the post -nut head touches the material to be fastened. The post nut is then loosened by two complete turns and the anchor is again tapped until the post nut is again in contact with fastened ma- terial. The post nut is then hand -tightened with a screwdriver. Minimum embedment depths, edge distance and spacing re- quirements are set forth in Tables 1 and 2. 2.4 Special Inspection: Where special inspection is required, compliance with Sec- tion 1701.5 of the code is necessary. The special inspector must be on the jobsite continuously during anchor installation to verify anchor type, anchor dimensions. concrete type, con- crete compressive strength, predrilled hole dimensions, an- chor spacing, edge distances, slab thickness, anchor embed- ment and tightening torque. 2.5 Design: 2.5.1 General: Allowable shear and tension loads are as set forth in Tables 3, 4, 5, 7 and 8. 2.5.2 Combined Loading for Kwik Bolt -II Anchors in Nor- mal -weight Concrete: Allowable loads for Kwik Bolt -II an- chors subjected to combined shear and tension loads in nor- mal -weight concrete noted in Tables 3 and 4 are determined by the following equation: (Ps/Pt)55 + (Vs / 1/2)5i3 < 1 where: Ps = applied service tension load. Pt = allowable service tension load. Vs Vt = applied service shear load. = allowable service shear load. 2.6 Identification: The anchors are identified in the field by dimensional charac- teristics and packaging. The packaging label indicates the manufacturer's name and address and the size and type of anchor, the name of the quality control agency (Underwriters Laboratories Inc.) and the ICBO ES report number (ICBO ES Evaluation reports afICBO Evaluation Service. Inc, are issued solely to provide information to Class A members of IC80, uti/i:ing the code upon which the report is based. Evaluation reports are motto be construed as representing aesthetics ar 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 rests or other technical data submitted by the applicant The ICBO Evaluation Service, Inc, technical staff has reviewed the lest results and/or ether data, but does not possess rest facilities to make an independent verification. There is no warranty by ICBO Evaluation Service. Inc., express or implied, as to any "Finding"or other matter in the report ores to any product covered bythe report. This disclaimer includes, but is no: limited 10. merchantabi/iq. Page 1 of 5 'Page 2 of 5 ER-4627 ER-4627): A length identification code letter is stamped on the threaded end of the bolt. See the length identification sys- tem in Table 6. 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Expansion Anchors in Concrete and Masonry Elements (AC01). dated January 2001. 4.0 FINDINGS That the Kwik Bolt -II and Post Nut Kwik Bolt -II concrete anchors described in this report comply with the 1997 Uniform Building Coder", subject to the following conditions: 4.1 Installation dimensions and installation torques are as noted in Tables 1 and 2. 4.2 Allowable tension and shear values are as noted in Tables 3, 4, 5 and 7. 4.3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- ficial for approval. 4.4 Special inspection is provided as set forth in Sec- tion 2.4 of this report. 4.5 Anchors are limited to installation in uncracked concrete. Cracking occurs where ft a fr due to service loads or deformations. Examples of when cracking may occur include, but are not limited to, anchor location in tension zone as the concrete member, anchor location in settling a concrete member, and anchors subjected to seismic Toads, wind loads or moving loads. 4.6 Allowable tension and shear values for Kwik Bolt -II anchors in normal -weight concrete noted In Tables 3 and 4, and sand -lightweight concrete over metal profile deck noted in Table 8, may be increased 331/3 percent for short-term loading due to wind or seismic forces. Use of the Kwik Bolt -II anchor in lightweight concrete, and use of the Post Nut Kwik Bolt -II anchor in resisting wind and seismic forces, are beyond the scope of this report. 4.7 Use of the anchors in resisting vibratory or shock loads, such as those present In supports for recip- rocating engines or crane loads, is beyond the scope of this report. 4.8 Use of the anchors is limited to nonflre-resistive construction unless appropriate data are sub- mitted to demonstrate anchor performance is maintained in fire conditions. 4.9 Use of the carbon steel anchors is limited to dry, in- terior locations. Use of the stainless steel anchors Is permitted In exterior -exposure or damp environ- ments. 4.10 Anchors are manufactured by Hiltl, Inc., at 5400 South 122nd East Avenue, Tulsa, Oklahoma, with quality control Inspections by Underwriters Labo- ratories Inc. (AA-668). This report is subject to re-examination in two years. TABLE 1—INSTALLATION SPECIFICATIONS SETTING DETAILS ANCHOR Slat 114 Inch Ole Inch 1/2 Inch 4/g Intl, 314 Inch 1 Inch Drill bit sizc = anchor diameter (inchcs) 1/4 3/8 1/2 5/8 3/4 1 Depth of embedment (minimum/standard) (inches) 11/8 2 13/g 21/2 21/4 31/2 25/4 4 31/4 143/4 41/2 1 6 Wedge clearance hole (inches) 5/I6 7/16 9/16 11 16 13 16 11/a Anchor Icngth (min./max.) (inches) 11/4 41/2 21/8 7 214 7 31/2 10 41/2 12 6 12 Thread length std./extra thread Icngth (inches) 3/4 3 7/g 4 11/4 4 11/2 41/2 11/2 442 21/4 41/2 Installation: Torque guide values' (ft Ib.) Stainless steel Carbon steel: Min. embedment Carbon steel: Std. embedment 4 4 7 20 20 25 30 30 45 7 75 95 150 150 225 200 200 325 Min. base matenal thickness (inchc ) 3 or 1.3 x embedment depth, whichever is greater For SI: 1 inch = 25.4 mrrt. 1 Ibf = 4.45 N. 'Installation torques arc applicable for all anchor installations unless noted otherwise in this rcport. TABLE 2—ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL -WEIGHT CONCRETE1,2.3.4,5.6.7 DESCRIPTION ANCHOR SIZE 114 inch 3/2 Inch 112 Inds gig Inch 314 Inch 1 Inch Embedment: minimunvsmndard (inches) 11/8 2 15/8 21/2 21/4 31/2 23/4 4 31/4 43/4 41/2 6 5,., Spacing required to obtain maximum working load (inches) 21/4 4 31/4 5 41/2 7 51/2 8 61/2 91/2 9 12 S,,, Minimum allowable spacing between anchors (inches) 11/8 2 15/8 21/2 214 31/2 23/4 4 31/4 43/4 41/2 6 M, Edge distance required to obtain maximum working Shear 33/8 33/8 47/8 47/8 634 63/4 81/4 81/4 93/4 93/4 131/2 131/2 load (inches) Tension 13/4 3 21/2 33/4 33/8 51/4 41/8 6 47/8 71/8 63/4 9 .min Minimum allowable edge Shear 13/4 13/4 21/2 21/2 33/8 33/g 41/8 41/8 47/8 47/g 63/4 63/4 distance (inches) Tension 11/8 2 15/8 21/1 21/4 31/2 234 4 31/4 43/4 41/2 6 For SI: 1 inch = 25.4 rttm, 1 Ibf = 4.45 N. 'Data in this table and the footnotes apply to all anchors covered in this report. 2Whcn using ,t ,,,,, for a load that is shear. rcducc the allowable load by 50 percent. 3 When using tin,,, for a load that is tension. rcducc thc allowable load by 20 percent. 4For S and If of anchors with actual cmbcdmcnts between thc listed cmbcdmcnts, usc linear interpolation. 5For 5 and df of anchors wvh cmbcdmcnts greater than the deepest embedment listed in this table. usc the value for the deepest embedment listed. 6Whcn using 5,,,,,,. rcducc thc allowable tension load by 30 percent. ?When using S,,,,, rcducc thc allowable shcar Toad by 30 percent. 'Page 3 of 5 ER-4627 TABLE 3-CARBON STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (In pounds), NORMAL -WEIGHT CONCRETE1A ANCHOR ONYERR Oak) ANCHOR OVTh V•UNM Tholes 4'•Mae Ra Tooled 4'•4Ashpsi 4'•t101 nl SSW Sham skew mks Taloa TWa WWI SPMP WMaut SPMP With Snail. Sod SPMP Wilk SPMP WNIeN Sp. Insp. With Sparc WISE SPMP Ohne* 1/4 1143 245 120 400 300 150 400 350 175 400 430 215 400 2 525 265 400 550 280 400 590 295 400 625 315 400 33/4 625 315 400 625 315 400 625 315 400 625 315 400 3/8 15/83 500 250 925 605 300 975 710 355 1,025 800 400 1,025 21/2 1,125 565 1,100 1,210 605 1,100 1,290 645 7-111,102_,.) 1,450 725 1,100 41/4 1,190 595 1,100 1,235 615 1,100 1,285 640 1,100 1,450 725 1,100 1/2 21/43 860 430 1,810 960 480 1,840 1,065 530 1,625 815 1,840 31/2 1,750 875 1,840 2,000 1,000 1,840 2,250 (125) /1'840 2,625 1,315 1,840 6 1,950 975 1,840 2,165 1,080 1,840 2,375 1,190 40 2,625 1,315 1,840' 5/8 23/43 1,425 710 2,875 1,685 845 2,875 1,950 975 2,875 2,500 1,250 2,875 4 2,180 1,125 3,125 2,670 1,335 3,125 3,090 1,545 3,125 3,925 1,965 3,125 7 3,000 1,500 3,125 3,250 1,625 3,125 3,500 1,750 3.125 3,925 1,965 3,125 3/4 31/43 1,850 925 3,875 2,175 1,090 3,875 2,500 1,250 3,875 3.000 1,500 3,875 43/4 2,750 1,375 4,225 3,625 1,940 4,225 4,500 2.250 4.225 5,060 2,530 4,225 8 3,750 1.875 4,225 4,625 2,315 4,225 5,500 2,750 4,225 5,925 2,965 4,225 I 41/23 2,930 1,465 6,625 3,650 1,825 7,125 4,375 2,190 7,625 4,360 2,180 8,625 6 3,990 1,995 8,625 5,310 2,655 8 625 6,625 3,315 8,625 7,875 3,940 8,625 9 6,040 3,020 8,625 7,050 3,525 8,625 8,055 4,025 8,625 10,000 5,000 8,625 For SI: 1 inch = 25.4 mm, 1 psi - 6.9 kPa, 1 Ib. = 4.45 N. Scc Tablc 2 footnotcs. 2Allowablc loads may be incrcascd by 331/3 percent for shoo -term loading due to wind or seismic forces. 30n1y the long -threaded style KB -II anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forccs. Long threaded stylc KB-11 anchors have a thread length grcatcr than three bolt diameters. TABLE 4-STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (In pounds), NORMAL -WEIGHT CONCRETE4,2 ANCHORNNWTmuloa DIAMETEROMR AMCMOM DEEM *at 4'•tAMM 4'•3Au a+ 4'•44:04W 4'.INS UM Shoot Skis SSW UPS,. Tamar Vath SR MP Witham RP. MP Wm 50. M1. WENN SP MW Wrni 9p MP Mhos Si. Ma. MI6 9 MOIL SP. Sp 1/4 I iis3 170 85 525 230 115 540 245 120 550 350 175 550 2 425 210 550 500 250 550 500 250 550 520 260 550 33/4 520 260 550 520 260 550 520 260 550 520 260 550 3/8 15/43 400 200 825 460 230 950 515 260 1,075 625 315 1.150 21/2 875 440 1,250 1,025 515 1,250 1,175 590 1,250 1,350 675 1,250 41/ 1,000 500 1,250 1,145 625 1,250 1.350 675 1.250 1,350 675 1.250 1/2 21/ 3 800 400 1,700 1,000 500 1,740 1,200 600 1,775 1,250 625 2.085 31/2 1,250 625 2,085 1,625 815 2,085 2,000 1,000 2,085 2,250 1,125 2,085 6 1,375 690 2,085 1,765 880 2,085 2,150 1,075 2,085 2,550 1,275 2,085 5,18 23/43 1,020 510 2.625 1,250 625 2,875 1,475 735 3.125 1,800 900 3,125 4 1,730 865 3,125 2,220 1.110 3,125 2,715 1,355 3,125 3.000 1.500 3,125 7 2,250 1.125 3.125 2,825 1,415 3,125 3.425 1,715 3,125 3.425 1.715 3,125 3/4 31/43 1,450 725 2.700 1.825 915 3,100 2,200 1,100 3,500 2,450 1,225 4,500 43/4 2,350 1,175 4,225 2,990 1,495 4,365 3,625 1,815 4,500 4,375 2,190 4,500 8 2,750 1,375 4,500 3,500 1,815 4,500 4,250 2,125 4,500 4,800 2,400 4,500 1 41/23 2.300 1,150 5,700 2,850 1,425 6,350 3,400 1,700 7,000 4,500 2.250 7,000 6 3.740 1.870 7,000 4,930 2,465 7.000 6,120 3,060 7.000 6,875 3,440 7400 9 5.250 2.625 7,000 7.075 3,540 7.000 8.800 4,400 7.000 8.800 4.400 7.000 For S1: 1 inch = 25.4 mm. 1 psi = 6.9 kPa, 1 Ib. = 4.45 N. 1 Scc Tablc 2 footnotcs. 2Allowablc Toads may be increased by 33113 percent for short-term loading duc to wind or seismic forccs. 3Anchors installed at this cmbcdmcnt depth shall not be used to resist shcar duo to wind or seismic forccs. WALL I FIRE PROTECTION INC. PRO,ECTNNYE HOAG MEMORIAL HOSPITAL PRESBYTERIAN COSCO #: LC6269 PROJECTADDREM 1 HOAG DRIVE, NEWPORT BEACH, CA 92658 " PARKING STRUCTURE" PLAN CHECK NUMBER: 0272-2001 PHONE: (949) 644-3278 PLAN CHECK ENGINEER: YOUSEF DATE: 05/16/01 PLAN CHECK CORRECTION RESPONSE: la. Valuation will be raised to $95,000 2. Job address has been changed. 7. Fire hydrant flow test data enclosed. 8. Not applicable. Underground done by others. Cosco Fire Protection Inc., point of connection 6" above grade. 9. Not applicable. Underground done by others. Cosco Fire Protection Inc., point of connection 6" above grade. 16. Control valves are to be clearly identified and secured. Per Newport Beach sign specifications. 17. Not applicable. Underground done by others. Cosco Fire Protection Inc., point of connection 6" above grade. 18. Not applicable. Underground done by others. Cosco Fire Protection Inc., point of connection 6" above grade. 20. Not applicable. Underground done by others. Cosco Fire Protection Inc., point of connection 6" above grade. 23. Not applicable. Underground done by others. Cosco Fire Protection Inc., point of connection 6" above grade. 30. 3" Express drain for system shown on sheets 2,3,4,5, and details sheet 7, as per NFPA 13, 5-14.2.42. 32. System drain into 3" express drain which empties into 6" storm drain. See sheet 3 section "B" detail. 33. Flow switches are on each riser, see detail sheet 7 continuation. Local Bell on level 1, sheet 2 and on site plan. Monitoring and wiring by others. 34. See answer to question 33. 35. Pressure gauge are on each riser. See riser detail sheet 7 continuation. 36. Schedule 40 or 10 black steel pipe to be used in accordance with table 3-3.1. See Fire Sprinkler Notes sheet, note #9. 37. Ductile Iron Fittings to used in accordance with table 3-5.1 and 3-5.2. See Fire Sprinkler Notes sheet, note #8. 38. Flexible couplings have been installed for pipes with sections greater than 2 %", as per NFPA 13, 6-4.2. 39. Welding notes have been place on sheet 1 under Fire Sprinkler Notes, note # 20. 42. All risers have four way brace at floor level and standpipe braces at top and bottom and every 25,' see sheets 2,3.4,5. 47. Braces designed and calculated per section 6-4.5. and Wet Stamped by a licensed Structural Engineer. 49. All risers have four way brace at floor level and standpipe braces at top and bottom every 25,' see sheets 2,3.4,5. 50. Lateral bracing on mains and cross -mains are 40 feet maximum. 51. See Title Block for specs on sway bracing standards. Braces designed and calculated per section 6-4.5.5 and Wet Stamped by a licensed Structural Engineer. 63. Additional corrections on drawing have been corrected. 64. Flow and pressure is per water company specifications. (corrected on calculations) 65. Legible set of drawings submitted. Please call me if you have any questions. Thank you, Maricela Ultreras, Design Engineer COSCO FOIE PROTECTION 321 EAST GARDENA BLVD. GARDENA CA 90247 PHONE (323) 321-5155 FAX (310) 323-0761 STATE LIC. NO. C-16-577621 N N 0 FIRE PROTECTION INC. PROJECTN*t HOAG MEMORIAL HOSPITAL PRESBYTERIAN COSCO #: LC6269 PROJECTADDAESS# 1 HOAG DRIVE, NEWPORT BEACH CA 92658 " PARKING STRUCTURE" PLAN CHECK NUMBER: 0272-2001 PHONE (949) 644-3278 PLAN CHECK ENGINEER: YOUSEF DATE: 07/19/01 PLAN CHECK CORRECTION RESPONSE: 9. Water flow test data is incorporated on drawing on title sheet. 16. A note has been add on plans stating " Control Valve to be clearly identified and secured per city of Newport beach specifications." (All sheets) 30. Public works permit obtained by others. 32. Public works permit obtained by others. 34. A note has been add to plans stating "Flow switch and water flow alarm by others." (all sheets) 38. Applicable notes in regards to installation of flexible couplings were placed on the drawings. (all sheets) 42. Details have been cross-referenced. 49. Details have been cross-referenced. 50. Details have been cross-referenced. 51. Calculations by a structural engineer have been provided. Please call me if you have any questions. Thank you, Maricela Ultreras, Design Engineer COSCO F/REPROTECT/ON 321 EAST GARDENA BLVD. GARDENA CA 90247 PHONE (323) 321-5155 FAX (310) 323-0761 STATE LIC. NO. C-16-577621 ®s4L State of California OSHPD Approved INCORPORATED CORONA, CA (909)737.5599 Fig. 909 No -Thread Swivel Sway Brace Attachment Size Range— 1 inch bracing pipe. For brace pipe sizes larger than 1 inch use Tolco Fig. 980. Material— Carbon Steel, hardened cone point engaging screw. Function — The structural component of a sway and seismic bracing system. - - - Features — This product's design incorporates a concentric attachment opening which is critical to the performance of structural seismic connections. NFPA 13 (1999 Edition) Table 6- 4.5.9 indicates clearly that fastener table load values are based only on concentric loading. No threading of the bracing pipe is required. Open design allows for easy inspection of pipe engagement. All steel construction eliminates deficiencies associated with malleable type attachments. Fastener can be mounted to all surface angles. Application Note - The Fig. 909 is used in conjunction with the d/rI'Fast. 1000 Clamp', , or Install ,and joined together bangpipe.Inst 11perNFpipe13 and/ or Tolco's State of California OSHPD Approved Seismic Restraint Manual. Installation — Extend bracing pipe through opening. Tighten cone point engaging screw until head bottoms out. Approvals— Underwriters' Laboratories Listed in USA (UL) and Canada (cUL). Approved by State of Califomia Office of Statewide Health, Planning and Development (OSHPD). Finish —Plain. Note —Available in Electro-Galvanized and HDG finish. Order By —Figure number, pipe size and finish. Important Note —The Fig. 909 is precision manufactured to . perform its function as a critical component of a complete bracing assembly. To ensure performance. the U.L. Ustlna rewires that the Fitz. 909 must be used only with other Tolco bracing products. NATIONAL AND INTERNATIONAL PATENT APPLICATIONS IN PROCESS. MAX. HORIZON- MAX. HORIZONTAL PIPE TAL DESIGN LOAD DESIGN LOAD LBS. APPROX. SIZE A B H' LBS. W/WASHER WT./100 rj l 1 6 1-5/8 17/32 2015 2765 91 'Available with hole sizes to accommodate up to 3/4" fastener. Consult Factory. -157- Z 3OVd 01 :01 (3111) 10 , LO 'OIIV Hoke MEMoni4L UosPtrac� #MJGiE.R. GALc.uC4T/o,J 15 Fr. A4 scp. jo Pere_ 1I,15 W6I l-r of WATP.tFWL.D f,PL.(eft Fr.) A-6:4.5-6 16,10 2 so . oo SA -Fart' TAc.roR_ tpte Corlett" r °Ai It-4I (, l l 4Z6.1b T'orA-c_ GACCOLA-TED W1E463E11— Sqo ps l ALLow kW—C. LOAD rot MVI E XPA45len/ sW1/ECD /,t Moo P5I Goa'c. tye Anchoring Systems HDI / HDI-L Drop -In Anchor 4.3.4 Carbon Steel HDI Ultimate Loads in Concrete Anchor size itimm) 2000 psi (13.8 MPa) 4000 psi (27.6 MPa) 6000 psi 41.4 MPa) Tension lb(kN) Shear Ib (kN) Tension Ib(kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) H01 H01-L H01 HOI-L H01 H01-L HDI HEIR H01 HDI-L HDI HEIR 1/4 (6.4) 1395 (8.9) 1995(8.9) 1800 (8.0) 1800 (8.0) 2270 (10.1) 2270 (10.1) 2500(11.1) 2500(11.1) 3150 (14.0) 3150 (14.0) 2800 (12.5) 2800 (12.5) 3/8 (9.5) 3555 (15.8) 3555 (15.8) 3850 (17.1) 3850 (17.1) 4460 (19.8) 4460 (19.8) 5000(22.2) 5000 (22.2) 5430 (24.2) 5430 (24.2) 6000 (26.7) 6000 (26.7) 12 (12.7) 4470 (19.9) 4470 (19.9) 6000 (26.7) 6000 (26.7) 7140 (31.8) 7140 (31.8) 8500 (37,8) 7750 (34.4) 9375 (41.7) 9375 (41.7) 10000 (44.5) 10000 (44.5) 5/8 (15.9 7500 (33.4) - 10000 (44.5) - 11685 (52.0) - 13000 (57.8) - 14865 (66.1) - 15040 (66.7) 3/4 (19.1) 10060 (44.5) - 15500 (69.0) • 16260 (72.3) - 20000 (89.0) - 22250 (99.0) - 22000 (97.9) • Carbon Steel HDI Allowable Loads in Concrete Anchor die Itimmi 2000,psi (13.8 MPa) 4000 psi (27.6 MPa) 6000 psi (41.4 MPa) Tension Ib(kN) Shear lb (kN) Tensiori Ib(kN) Shear.- Ib (kN) Tension Ib (kN) Shear Ib (kN) H01 H01-L H0I H01-L HD( H01-1 H0) H01•LS H01 H01-L .. H01 . H01-L 1/4 (6,4) 500 (22) 500 (22) 4550 (8.0) 450 (8A) 570 (2.5) 570 (25) 625 (28) 625 (28) 790 (3.5) 790 (35) 700 (3.1) 700 (3.1) 3/ (95) 890 (4.0) /90 (4.0) 965 (4.3) 965 (43) 1115 (5.0) 1115 (5.0) 1250 (5,6) 1250 (5.6) 1360 (6.0) 1360 (6.0) 1500 (6.7) 1500 (6,7) 12 (127) 1120 (5.0) 1120 (5.0) 1500 (6.7) 1500 (6.7) 1785 (7.9) 1785 (79) 2125 (9.5) 1940 (8,6) 2345 (10.4) 2345 (10.4) 2500 (11.1) 2500 (1 L1) 5/8 (15.9 1875 (83) - 2500 (11.1) • 2920 (13.0) - 3250 (145) - 3715 (16.5) • 3750 (16.7) - 3/4 (19.1) 2500 (11.1) • 3875 (172) • 4065 (18.1) - 5000 (22.2) - 5565 (24.8) - 5500 (245) - Note: The ultimate shear and allowable shea values are based on the use of SAE Grade 5 bolts, (f, = 85 ksi, F„ = 20 ksi) with the exception of the 1/4' HOI/HOI-L in tic = 6000 psi concrete which is based upon the use of a SAE Grade 8 bolt (fr =120 ksi, F� = 150 ksi). Carbon Steel HDI Allowable Loadin Lightweight Concrete' Anchor size in. (mm) Anchor installed in 3000 psi (20.7 MPa) Lt. Wt. Concrete 1 Anchor Installed Through Steel Decking Into 3000 psi (20.7 MPa) U. Wt. Concrete' Tension lb (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) H01- I/4 ( 6.4) 465 (2.1) 340 (1.5) 530 (24) 335 (1.5) H0I-3/e ( 9.5) 755 (3.4) 940 ( 4.2) 880 (3.9) 1010 (4.5) HDI - '/2 (12.7) 1135 (5.0) 1700 ( 7.6) 1105 (4.9) 1755 (7.8) HDI-5/8 (15.9) 1465 , (6.5) 2835 (12.6) - - H0)-3/4 (19.1) 2075 (9.2) 3680 (16.4) - - 1. The tabulated shear and tensile values are for anchors installed 'n structural lightweight concrete having the designated ultimate compressive strength at the time of installlation. The concrete must comply with ASTM C 330-77. 2. The tabulated shear and tensile values are for anchors installed through 20 gauge intermediate decking into structural lightweight concrete hav- ing the designated ultimate strength at the time of installation. The concrete must comply with ASTM C 330-77. Anchors were located in the val- ley of the fluted deck. 3. The allowable values are based on the use of SAE Grade 2 bolts installed in the anchors. Stainless Steel HDI Ultimate Loads in Concrete Anchor size in. (mm) 4000 psi (27.6 MPa) 6000 psi (41.4 MPa) Tension Ib (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) SS H01 - I/4 ( 6.4) 1930 ( 8.6) 2400 (10.7) 2950 (13.1) 2400 (10.7) SS HDI -3/8 ( 9.5) 4170 (18.5) 4920 (21.9) 5850 (26.0) 4920 (21.9) 881101-I/2 (12.7) 7350 (32.7) 11040 (49.1) 9630 (42.8) 11040 (49.1) SS HDI - 5/8 (15.9) 10540 (46.9) 18040 (80.2) 15100 (67,2) 18040 (80.2) SS HDI -3/4 (19,1) 15340 (68.2) 22320 (99.3) 20130 (89.5) 22320 (99.3) Stainless Steel HD( Allowable Loads in Concrete Anchor size in. (mm) 4000 psi (27.6 MPa) 6000 psi (41.4 MPa) Tension lb (kN) Shear Ib (kN) Tension Ib (kN) Shear Ib (kN) _ H0)-'/4 ( 6.4) 480 ( 2.1) 600 ( 2.7) 740 ( 3.3) 600 (2.7) • HDI-3/e ( 9.5) 1040 ( 4.6) 1230 ( 5.5) 1460 ( 6.5) 1230 ( 5.5) - H0) - I/2 (12.7) 1840 ( 8.2) 2760 2410 (10.7) 2760 (.3) HDI-5/e (15.9) 2630(20.1) (11.7) 4510 (20.1) 3710 (16.8) 4510 (20.1) HDI -3/4 (19.1) 3830 (17.0) 5580 (24.8) 5030 (22.4) 5580 (24.8) ole: The allowable shear values are based on the use of Type 18-8 bolts. 11a Hilli Product Technical Guide 10/98