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Home My WebLink AboutLAKESHORE DR 16401 (2)l., 7* AryI Z 7j, , , 7 :,, l I 77 77 3 71 Li77TNA77 Z", 1, ii., e ' I'', Iiiii': — -- I, Off F77 7% E X OF PROPOSED S&*ALK ro mA TcHbG P, 7-' EX nPtHYMA SHEET 2 iz, EX. CURB & GUTTER 7* W06*~ TO REAM(AIN BLOCK WALL j f-J-1 07l T W. 30. 12 -,-XIST. RAitF.L. 24.37 4 - lV, PROP RIGNT OF WAY LOVE` TO REMA EDGE OF PROPOSED K TO M4 TCH EX)SrM DtrA ff- "A" F. L 24 SHEET 2 w APPOPOSED 9 OOT &LOCK WAdS EX. ENM4WE TO STOPAGE' rA&VVYV TO MATCH EX BLOCK WALL S7ORAGE EXPANSOV TO USE SAME EN7WWtA.JP-,N 6 'FWt ,L6ck, "A "T"', 379c -250 0/11e V, 4V). rj 4rip PROPOSEDA41 11- 1 A c- %-to 5 VO PAIJ r`-J\J Ilk, D so * gr p -L- ;inl, 4ii 4%p NO SCALE 14till'. A., vil20-UMARY I= -11AAS, F. L At 11-VIV, ow J NUMBER DIRECTION DISTANCE, Ll N 53006 `00 PAP w 84.84 L2 N 36*55" 3000 E 522.08 LJ N 5J* 0600010 W 84.84 L 4 IN J6*55'JO P P E 522.08 W/ 2 At RREHYDRAw c A NNI k1b4 42 oi, T, F. L. 26. FENCE ro V 44 - NO SCALE 91 9 P- EX. A-'ZPWIr 76' A x,.CED WIrH NEW AC SEC77ON TO PLOW TOWARD DRAINAGE SWALE 0 5 lyl-V. AAIDI,D.C. Ali" I AA x V, laDj ill 0— If 411 oi cc, vZIA 1, V1, 0'e, zt IVY J, P.1r.L. 26.1 24.5 Ix DMIL 080 r N\ T 2NSHEE AND 4 0 JV 12-N, VV L '25.47.. 2 lVl< $ZZ:f, imcOfV37; Jc 2 05' 0-0 >-,P11A0. SH ESHEET 2 fr-: 1 V, ovivr y V dnEINGAVril-J, J, OLJ 5 F AL V, r7 AjA ..'F Pj 0C 4r, A, Jv T Y F. L. 26. 45 OD r"JJVC V7' -j 2 C7EXVINGFENCETOREVAF.L.11H.P -:. /' e26.97 V 26. DE7A OA SHEET 2 T BEACH A6W REWSAOWS w r OM TOLL FREE I-SW422 -4133L AT V"1110 nAVS ; ? off= YM t 4 .. .. _. • 3. s. pt 3333bl r r 0 lit PREPARED BY THE APPROPMOr CONDI KM OF DEYL;LOPAd WT AND /Oki MY AND ST. r LA 'M AND A PMW CAM HE WUEA AFM SEUAWO RY.1'' 36915 Gk7A WA O I:A, ENGINEERING VENTURES LAW PLAMM i awl. ENGWEEW LAND SURVEYING 433490 RM PARK OR * „J 30R XWOAA • CA • 92590 FAX /,(909) 009 3M r F-V #1 s. -nor PAT& 409, A J094 ' CITY Of, LAKE. ELSINORE 4 MOM". F4Rs A f4 10MACHQOSELFrye`.[^) A.F.N. 379 - 250 -010 x t r r t it 4 1 xf Ar F f' y kv a k. 'r r” s ? sxY-i1uk:>... .iisdu?A ,:.',rre`#eS$•: s.. +:.tK :,i1.' i n rA t y + rt 4 e 1 x n t o 'rC . n rr , LAKE 6ENERAL NOTES: I. 6ENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS WITH ARCHITECTURAL DRAWIN65, REPORT ANY DISCREPANCIES TO 57RLICTWAL ENGINEER PRIOR TO PROCEEDING WITH WORK. 2. STRUCTURAL 5Y5TEM5 AND COMPONENTS DE -516N 5HALL FOLLOW: Igq7 UNIFORM BUILDING GORE, 2001 CALIFORNIA BUILDING CODE OCCUPANCY GROUP: 5-I TYPE OF CONSTRUCTION: 11 -N 3. CONTRACTOR IS RE5PON51BLE FOR ADEQUATE BRA61NO OF 57RL16MRAL MEMBERS, WALL5, AND NON- 5TRU6TURAL ITEMS DURING CONSTRUCTION. 4. BUILDINGS ARE DE516NED FOR THE FOLLOWING LIVE LOADS: ROOF: 20 P5F 5EI5M1C ZONE: 4 WIND PRESSURE BASED ON A VELOCITY OF 60 MPH, EXPOSURE 'C' 5. ALL 5TRU6TURAL COMPONENTS AND SYSTEMS ARE DE516NED FOR 5ELF WE161-IT, SUPERIMPOSED DEAD LOAD5, CONCENTRATED LOAD5, AND THE LIVE LOADS 5HOWN ABOVE. 6. NON - STRUCTURAL FRAMING REQUIREMENTS ARE NOT SPECIFIED ON STRUCTURAL ORAHINC75. REFER TO ARCHITECTURAL ORAOIN65 FOR ANY ADDITIONAL FRAMING REQUIRED. 7. THE METAL STRUCTURE 15 NOT DE516NED TO SUPPORT A FIRE SPRINKLER SYSTEM AS DRAWN PROV151ON5 WILL BE MADE TO SUPPORT FIRE SPRINKLER SYSTEMS WHEN REQUIRED INFORMATION 15 SUPPLIED. ADDITIONAL GHAR6E5 MAY APPLY. B. PENETRATIONS OF FIRE RESISTIVE WALL5, FLOOR - CEILING, AND ROOF - CEILING SHALL BE PROTECTED AS REQUIRED IN UBG SECTIONS 706 4 710.(PENETRATIONS BY OTHERS) 51TE PREPARATION FOR MAKO CONSTRUCTION: L PRIOR TO DELIVERY OF 5TRL1677)RAL STEEL TO THE PROJECT SITE ALL UNDERGROUND WORK MUST BE COMPLETED, THE 51TE SHALL BE GAPPED WITH A MINIMUM OF A PAVEMENT BASE, ELECTRICAL FOPER SHALL BE SUPPLIED TO WITHIN 200 FEET OF ALL WORK AREAS AND AN ADEQUATE AREA FOR STORING MATERIALS SHALL BE DE516NATED. MASONRY ELEVATION5 MUST BE PER PLANS. CONCRETE 5LA65 M[I5T BE CURED AND GLEAN PRIOR TO MAKO5 ARRIVAL. ON SITE 5TORA6E. I. WHILE 5 10IN5, PARTITION, AND ROOF PANELS ARE LOCATED ON -51TE AWA/TIN6 INSTALLATION, THE PANELS MUST BE STORED AT A SLOPE TO PREVENT PONDINB OR 5TAND /N5 WATER FROM ACCUMVLATIN6 AND CAU51N6 5UB5EQUENT OXIDATION OF THE PANELS. WEATHER PROTECTION: 1. ALL WEATHER- EXP05ED 5URFACE5 SHALL HAVE A WEATHER RESISTIVE BARRIER TO PROTECT THE INTERIOR WALL 6OVERIN65. ALL EXTERIOR OPENIN55 SHALL BE FLASHED IN SUCH A MANNER AS TO MAKE THEN WEATHER- PROOF. A. MAKO STEEL, INC. WILL BE RE5PON51BLE FOR WEATHER- PROOFING ALL STEEL FRAMING CONDITIONS AND MATERIALS THEREIN WHICH ARE ERECTED AS A RESULT OF THE APPROVED CONSTRUCTION CONTRACT. B. MAKO STEEL, INC. I5 NOT RE5PON513LE FOR EXTERIOR HEATHER- PROOFING OF CONCRETE WALL5, PANEL JOINTS, MA50NRY, AND /OR BRICK WORK, FLA5HIN65 OR PEATHER STRIPPING TYPICALLY COMMON TO DOORS AND WIN00015. SOILS NOTES: L FOUNDATION DE516N BASED ON 1000 P5F SOIL BEARING CAPACITY PER CHARTER IB OF THE Igq7 UNIFORM BUILDING CODE TABLE I6 -1 -A, A55UMIN6 WORST CASE (5) CLAYS. 2 MAKO STEEL, INC. AND THE ENGINEER OF RECORD 5TRON6LY RECOMMEND A 6EOTECHNI6AL ANALY515 BE PERFORMED PRIOR TO CONSTRUCTION TO VERIFY THESE MIN /MUM ALLOWANCES. IN THE A05ENCE OF SUCH 5TUD1E5, THE ABOVE PARTIES GUARANTEE THE DE516N HERE -IN ONLY IF 5LCH ASSUMED CONDITIONS EX15T. ELS IN 0 Rl T REINFORCED CONCRETE _ff CONCRETE 5LAB NOTE5: CA COMPACT GLEAN INTERIOR SAND FILL HAVING LE-55 THAN 10% FINE5 TO q536 OF MODIFIED PROCTOR MAXIMUN DRY DENSITY, A5TM D -1557 AT OPTIMUM MOISTURE CONTENT 501L COMPACTION SHALL BE FIELD CONTROLLED BY QUALIFIED L/1BORATORY OR 501L5 ENGINEER, APPROVED BY STRUCTURAL ENGINEER. ALL SLABS ON GRADE SHALL BE 4" THICK WITH #3 AT 24" ON CENTER EACH WAY. 2. 57RU67URAL CONCRETE 5HALL CQNF-ORM TO AGI 301 AND SHALL HAVE A F'c =2500 P51. THE CONCRE7E SHALL BE TYPE I OR 7Y7`F/2 PORTLAND CEMENT, AND SHALL CONFORM TO "STANDARD 5PE6IFIGATION5 FOR PORTLAND CEMENT" (A57M G 150- 81).6ONGRETE USED FOR ALL 5LAB5 ON GRADE SHALL BE SPECIFIED TO REACH A 7 -DAY MINIMUM OF 1500 P51 AND SHALL REACH A MINIMUM OF 2500 P51 WITHIN 26 DAYS. CONCRETE 6ONFRE351VE TESTS SHALL CONFORM TO ASTM C34 3. AGGREGATES FOR CONCRETE OF NORMAL WE16HT SHALL CONFORM TO 05TANDARD 5PEGIFICATION5 FOR CONCRETE A66RE6ATE5" (A5TM G 33 -62). THE NOMINAL MAXIMUM 51ZE OF COARSE A66RE&ATE5 51ALL NOT BE MORE THAN 314 INCH. 4. NO ADMIXTURES, OTHER THAN AIR - ENTRAINING ADMIXTURE CONFORMING TO STANDARD SPECIFICATIONS FOR AIR ENTRAINING ADMIXTURES FOR CONCRETE" A5TM G 260 -77) MAYBE USED WITHOUT THE WRITTEN APPROVAL OF THE EN6INEER. THE U5E OF CALCIUM CHLORIDE SHALL NOT BE PERMITTED IN THI5 PROJECT. 5. THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 INCHES OR LESS. A TOLERANCE OF I INCH ABOVE THI5 AMOUNT SHALL BE PERMITTED FOR INDIVIDUAL BATCHES PROVIDED THE AVERAGE FOR ALL BATCHES DOES NOT EXCEED 4 INCHES. THE SLUMP SHALL BE DETERMINED BY " STANDARD TESTING METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE" (A5TM G 143 -76). 6. CONCRETE SLABS SHALL BE PROTECTED FROM L055 OF SURFACE MOISTURE FOR NOT LE55 THAN 7 DAYS BY 051N5 A CURING COMPOUND TO A5TM 6-30q OR BY kET BURLAP OR A PLASTIC MEMBRANE. 7. U5E A5TM A -615 GRADE 40 FOR ALL RE/NFORCIN6 STEEL. LAP GONTIMZV5 REINFOR61N6 40 BAR DIAMETER (MINIMUM) IN BEAM5 AND 40 BAR DIAMETER5 IN SLABS. LAP BOTTOM STEEL OVER SUPPORT AND TOP STEEL M05PAN UNLE55 gTHERWI5E SPECIFIED. HOOK 0I5CONTIN0005 EN05 OF ALL TOP BARS. USE I" COVER OVER REINFORCING EXCEPT AS FOLL OHS: BOTTOM TOP SIDES FOOTINGS 3" 2" 3" 5LAB5 ON GRADE 1112" P, - 6. WATERPROOFIN6 SHALL BE PLACED BETWEEN SOIL AND CONCRETE WHEREVER 501L 15 U5ED AS A FORM FOR CONCRETE EXCEPT FOR FOOTINGS. q. SLEEVE ALL PIPES THRU SLABS IND/VDUALLY: UNLESS APPROVED BY ENGINEER. l0. ALL REINFORCING 5HOWN TO BE HOOKED SHALL HAVE STANDARD HOOKS UNLESS SHOWN OTHERWISE. L PLACE CRACK CONTROL JOINTS BY 5AWGUTTIN6 AT I14 xl 114" DEEP WHERE SHOWN. GUTTING TO BE PERFORMED WITHIN 24 HOURS OF CONCRETE PLACEMENT. 12. CONCRETE SLABS SHALL BE PLACED AND FINISHED WITHIN A TOLERANCE OF 114" INCH IN EVERY l0 FEET, AS DETERMINED BY PLACING A l0 FOOT 5TRAI6HT ED6E ON THE SLAB IN ANY DIRECTION. ANY DEVIATION FROM TH15 WHICH REQUIRES ADDITIONAL GUTTING OF OTHER BUILDING COMPONENTS SHALL BE THE RESPONSIBILITY OF THE CONCRETE CONTRACTOR. SECTION PROPERTIE5 OF PANELS I. MCELROY U -PANEL (USED AS INTERIOR PARTITONS) PANEL GUAGE Fy KS! WEIGHT PSF TOP RUT M' COMPRESSION BOTTOM FLAT W COMPRESSON lx Sx Ma x Sx Ma 29 60.0 0.75 0.0194 0.0308 1.1073 0.0132 0.0332 0.995 26 80.0 0.91 0.0186 0.03474 1.2481 0.0128 1 0.0300 A0.04629I.J8582450.0 1.14 0.0261 0.04893 1.4650 0.0181 G 2. MCELROY MULTI -RIB LASED AS EXTERIOR SIDING) PANEL GUAGE Fy KSI WEIGHT PSF TOP RUT M COMPRESSION BOTTOM FIAT IN COMPRESSION lx Sx Ma x Sx Ma 26 50.0 0.95 003659 0.0711 1.112 1 0.0213 0.0332 0.995 26 80.0 0.95 0.0326 0.0309 1.482 0.0198 1 0.0300 1 1.435 3. MGELROY MIRAGE (USED AS R00FIN6 PANEL) PANEL GUAGE Fy KSl WEIGHT PSF coMVREasoN BOTTOM RUT W COMPRESSIONTOP Sx Ma lx Sx Ma 24 50.0 1.38 1 0.1038 0.0808 1 2.4190 1 0.0654 0.0730 2.1840 DRILLED ANCHOR5 I. EXPAN51ON ANCHORS 5HALL BE "HILTI KB II" OR APPROVED EMAL (ICBO 462-0 APPROVED EQUALS INCLUDE POWERS WED6E -BOLT PER ICBO 5766 AND RAM5ET TRUBOLT PER ICBO 1372. 2 INSTALLATION d MINIMUM EMBEDMENT SHALL BE IN ACCORDANCE WITH MAA)FA6TURER5 SPECS OR AS SPECIFIED ON THE DRAPYIN65, WHICH EVER 15 CPEATER. 3. WHERE SLEEVE OR EPDXY ANCHORS ARE SET IN MASONRY WALLS, FILL BLOCK CELLS WITH CONCRETE FOR BOLTED COURSE AND ONE COURSE BELOW ANCHOR ELEVATION. ACCEPTABLE EPDXY 5Y5TEM5 INCLUDE HILTI HY -150 PER ICBO 5183, 51MF50N SET PER IGBO 527q. STEEL ROOF DECK 1. STEEL DECK SHALL BE " MIRA6E FORMED OF 24 6A6E STEEL SHEETS CONFORM/N6 TO A5TM A-446, WITH A PROTECTIVE COATING OF OF ZING G0NFORMIN5 TO A5T7-f A -525. 2 THE DECK 5HALL BE CAPABLE OF RESISTING A UNIFORMLY D07TR1B/TEO LIVE LOAD AS SHOWN IN GENERAL NOTE #4 ABOVE. 3. THE DECK SHALL BE DE516NED AND MAR FACRh;Y -V IN ACCORDANCE WITH THE 5PE6IFICATION5 FOR DE516N OF L16HT 6A5E GOLD FORMED 5TEEL STRUCTURAL MEMBERS" AND CONFORM TO THE STEEL DECK IN5TITUTE'5 RECOMMENDED SPECS. 4. DECK UNITS SHALL BE ERECTED AND ANCHORED IN ACCORDANCE WITH THE MANUFACTURERS 5PECIFICATION5 AND ERECTION DRAWIN65. e" B" ROOF CLIP 2) #10 H.H. TEK PER CLIP, MIN. McELROY MIRAGE ROOF DECK N. TS. 1, 2• j 121 12n I I " 4n X14 LAPIEK S77TCH 0 200 O.C. 112 TEKS TYP. 112 S77TCH SCREWS A7 EACH POST McEi l'L'Y N1i.IL_TI I:' SIDING llZ NNE PARTITION X112 TEKS TYP. TUTS. N. TS. 3/4n L16HT 6,46E METAL STRUCTURE 1. THE EXTENT OF THE 5TRUGTURAL LIGHT GAGE FRAMING I5 5HOWN ON THE DRAWINGS AND IN61-UDE5 ALL GOLD FORMED FRAMING 22 6a. AND HEAVIER. IT INGLUDE5 BUT 15 NOT LIMITED TO INSTALLATION OF ROOF JOISTS, FLOOR JOISTS, WALL STUDS, AND RUNNER TRACKS COMPLETE WITH CLIP5, BRIDGING, STIFFENERS, ETC., AS REQUIRED FOR A COMPLETE FRAMING PACKA6E. 2. MATERIAL5: ALL MEMBERS SHALL BE GOLD FORMED FROM 5TRU6nRAL QUALITY SHEET STEEL MEETING THE REQUIREMENT5 OF A5T1-9 A -446 GRADE A. MINIMUM YEILD OF 33 K51 FOR 20 ba. AND LIGHTER, AND MEETING THE REQUIREMENTS A5TM A -446 GRADE D, MINIMUM YIELD OF 55 K51 FOR 16 Oa. AND HEAVIER. ALL MEMBERS SHALL BE MARKED 50 THAT SUPPLIED MATERIAL5 CAN BE FIELD VERIFIED. 3. INSTALLATION: A. WALL STUDS: INSTALL 5TUD5 IN 6ONTINUOU5 TRACKS, SIZED TO MATCH STUDS TOP AND BOTTOM, AND SECURE THE 5TUD5 TO THE TRACKS WITH APPROVED CONNECTIONS, IN5TALL BRIDGING AS INDICATED ON THE DRAWINGS. B. DO NOT SPLICE ANY FRAMING MEMBER EXCEPT AS SHOWN ON THE DRAWINGS OR WITH THE APPROVAL OF THE ARCHITECT / ENGINEER. 4. 6ONNECTION5: A. WELD5: WELDING SHALL BE IN CONFORMANCE WITH AWS 51.3 -60. USING E60XX OR E70XX ELECTRODES. THE ENGINEER OF RECORD MAY REQUEST NON- DESTRUCTIVE TEST TO VERIFY PROPER WELD5. B. 56REP& SELF DRILLIN6 AND 5ELF TAPPING, CADMIUM PLATED FOR AILL EXTERIOR U5E5, OF THE 51ZE REQUIRED FOR LOAVIN65. USE #12 TEK5 UNLE55 OTHERWISE NOTED, FROM DARTS BRAND BY COMPASS INTERNATIONAL PER ICBO 5202, V5 BRAND BY D.B. BUILDING FA5TNER5, INC. PER I6BO 5617. G. POWDER DRIVEN SHOTS: SIZE AND SPACING AS REQUIRED TO PROPERLY ANCHOR THE FRAMING MEMBERS, U5E CHARGE AS APPROPRIATE FOR ACTUAL USE (ICBO 163q). SITE SPECIFICATIONS I. MAKO REQUIRE5 A MINIMUM OF WORKABLE 5LA13 AREA PRIOR TO DELIVERY AND INSTALLATION OF MATERIALS. MINIMUM DETERMINED BY PROJECT 51ZE. 2. ALL UNDERGROUND WORK SHALL BE COMPLETE AND DRIVEWAY AREAS SHALL BE GAPPED WITH 5UB PAVIN6 PRIOR TO MATERIAL DELIVERY. 3. TEMPORgRY POWER SHALL BE PROVIDED TO ALLOW FOR A MAXIMUM POWER LEAD RUN OF 200 FT TO EACH 5TRX R/RE TO BE ERECTED. 4. CONCRETE 5LAB5 WILL BE BROOM CLEAN AND FREE OF DEBRIS. 5 AN AREA ON SITE 15 TO BE DE5I6NATED FOR MATERIAL 5TORA6E AND 5TA61N6 OF MAKO MATERIALS. 6. ACCESS TO THE 51TE AND ALL SIDES OF ALL BUILDIN65 WITH EQUIPMENT 15 REQUIRED FOR TIMELY COMPLETION AND SAFETY PURP05E5. 7 ALL MATERIALS AND LABOR REQUIRED FOR SAFETY RAILIN65 AND DEVICES ON MULTI -STORY PROJE6 T5 TO BE PROVIDED BY OTHERS. LE6END NFO* NORTH FACE OF * H6 HORIZONTAL 61RT 5F0* SOUTH FACE OF * HJ HORIZONTAL "J" GIRT EFO* EAST FACE OF * VA VERTICAL AN6LE WFO* WEST FACE OF * TA TOP ANGLE M MASONRY TT TOP TRACK 5 STEEL EWPH END WALL FURLIN HANGER W WALL AB, ANCHOR BOLT COL COLUMN MB MACHINE BOLT PBG P05T BASE CLIP W.B. WIDE FLANGE BEAM G P05T T.C. TUBE COLUMN P PURLIN P.C. PIPE COLUMN H HEADER T.B. 7" BEAM B7BM BEAM U.N.O. UNLE55 NOTED OTHERWISE BT BOTTOM TRACK F.F. FINISHED FLOOR EC EAVE CHANNEL R.F.F. ABOVE FINISHED FLOOR RA RAKE ANGLE B.F.F. BELOW FINISHED FLOOR DJ DOOR JAMB G.L. CENTER LINE PP PARTITION PANEL O.G. ON CENTER L LEDGER T.O.M. TOP OF MASONRY DH DOOR HEADER T.05 TOP OF STEEL BG BASE CHANNEL T.O.L. TOP OF LEDGER BA BASE ANGLE T.O.G. TOP OF CONCRETE 5A STOP ANGLE T.O.B. TOP OF BOLT BH BEAM HANGER TO.BM. TOP OF BEAM I o 4 C' SHAPES D X S SEC77ON GAGE THICKNESS d PRIMARY USE 4 X 2 112 4 X 2 112 16 06O(t.003) 773 ROOF FRAMING POSTS 6 X 2 112 6 X 2 112 16 060 (±.003) 773 BEAMS O 50' o BT P SHAPES D X B1 X02 SECTION GAGE THICKNESS d PRIMARY USE 4 X 2 318 X 2 518 4 X 2 114 18 048(f.00z) 375 ROOF PURLINS 4 X 2 118 X 2 318 4 X 2 112 16 060(f.Ooa) 911 ROOF PURLINS O NOTE PURLINS NOT DESIGNED TO CARRY SPRINKLER LOADS PERMIT # 03-1421 APPROVED CITY OF LAKE ELSINORE BUILDING DEPT. 514EET INDEX: GN - GENERAL NOTES SI - BUILDING 'A' FOUNDATION PLAN AND SECTION PLAN S2 - BUILDING 'A' PARTITION PLAN AND ROOF FRAMING PLAN 53 - BUILDING 'B' FOUNDATION PLAN 54 - BUILDING 'B' PARTITION PLAN 55 - BUILDING 'B' ROOF FRAMING PLAN DI - STRUCTURAL DETAILS M li' i <i 1`.> r. I'1`i`•a),- .',141 h;S, l"°1C, r „plc , c odgs) T'c i t and site Thca >> "_ .d¢tim h, wg:wlhui t}uvu'lhcp I os at1mccd lanning Division Approval Proved By: PERMIT # _ APPROVED CI LY /BUI ORE BUILDING DEPT. W 1- Q 0 JCL 0 a 0 W 0 NO O Oti m o Q ry w O 0 g Ov VZ v 0 Ln z w o' 1Y OZ r C12 kOcom o~ co -It C\2 mcocco o C\l o00 rn o "- cD U N U V] Tom, r-j c'i U , o cC\i w o U p FK Oa A ts w 0 z wzwCD w Q Q U cr 0 uj- O O Qw U w I J STAMP FESS 74\ v el CIVIL e P OF CALIFOP DATE 6 24 -03 SCALE DRAWN BY RFL CHECKED BY MEZ JOB NO. 772 SHEET GN SHEET 1 O 7SHEETS 0 a 0 W 0 NO O Oti W/ SLOPED EDGE W/ SLOPED EDGE UILDING 'A' and 'B' SECTION A S1 12 "x12" CONT. FTG. O0"..10" OAKIT CTn 111/11, 11A /VMIT Tnn D. nAT BUILDING 'A' FOUNDATION PLAN SCALE: 1 /4" = 1' SCALE: 1/8" = 1' NOFTfH DESIGN LOADS: ROOF LIVE LOAD: 20 PSF WIND VELOCITY: 80 MPH MEMBER SIZE: PURLINS: 4 "x2 1/2 "x18GA ZEE COLUMNS: 4 "x2 1 /2 "x16GA CEE DOOR JAMBS: 4 "x2 1 /2 "x16GA CEE HEADERS: 4 "x2 1/2 "x18GA CEE GIRTS: 4 "x2 1 /2 "x18GA CEE EAVE: 4 3 /16 x3 "x16GA CHANNEL PANELS: ROOF: 24GA MIRAGE GVLM WALLS: 26GA MULTI —RIB COLOR PARTITIONS: 29GA U —PANEL GVLM MISC: BEAMS: 6 "x2 1 /2 "x16GA CEE DOOR SCHEDULE: 10) — 3880 MINI ROLL —UP DOORS 27) — 8880 MINI ROLL —UP DOORS UNIT MIX 10 — 5 x 10 = 500 sq. ft. 5 — 10 x 10 = 500 sq. ft. 22 — 10 x 25 = 5500 sq. ft. 37) — TOTAL = 6500 sq. ft. A6x a. aFe - a I i „dasi as ell l raced by I PERMIT #03-10 APPROVED w F- 0 F- 0Jd DOD] w Q ZO o! Oz C'J Lo H ai m m I"'I v c» mcoco dr CDV O O O D ym Oc0 CO m N CQ U IT/1 CV W V1 a a O CJ ,Ti U z gZ a g 0 z Z 0 oQ0 J HU m z w0V) O L QQU oc OO LLi oc U) Z 0 J Q L L t J STAMP Zoo e %OQ`,pEES /Aq DATE 6 24 -03 SCALE DRAWN BY RFL CHECKED BY MEZ JOB NO. 772 SHEET si SHEET 2 OF 7SHEETS 0 I0 M I g 0 a i LZ 111 I I I YI I. 4'X18 GAGE 'C' STRUT wu J 4'X18 GAGE STRAP BRACING, TYPICAL U' 4 3 /16 "x2"x16GA EAVE CHANNEL A 3 sl t Em U' 4 3 /10x2 "x16G EAVE CHANNEL i 3 DI q sl 10' -0" 10' -0" 10' -011 10' -0" i ll]IID7h_: • • 9F91_1MAII0N, 9WA\0I 10' -0" A 0 I /2'x18GA ZEE COLUMNS: 4 "x2 1 /2'X16GA CEE 2 S5 C' 6 "x2 1 /2 "x16GA BEAM5 TYP. —-- S5 4 "x2 1 /2'XIBGA GEE Z' 4 "x2 1 /2 "x18GA PURLINS TYP. DI v EAVE: 4 3 /16'x3NIGGA C' 4 "x2 1 /2 "x16GA POSTS TYP. r Lo 9 "x3 "x9 "x16GA RIDGE PLATE o DI Y z 0 I 55 55 ti Em U' 4 3 /10x2 "x16G EAVE CHANNEL i 3 DI q sl 10' -0" 10' -0" 10' -011 10' -0" i ll]IID7h_: • • 9F91_1MAII0N, 9WA\0I 10' -0" A 10' -0' no o o 0 i 0 1 Ln 0 1 0 w ' J Q w o u _ a Q 7 o x I o L 0 1 Lo 0 ILrn SCALE: 1/8" = I' BUILDING 'A' PARTITION PLAN SCALE; I/8" = I' L\ co1 co coI co m CC) 1 oI co DESIGN LOADS: ROOF LIVE LOAD: 20 P5F WIND VELOCITY: 80 MPH gwsraws2- PURLINS: 0 I /2'x18GA ZEE COLUMNS: 4 "x2 1 /2'X16GA CEE DOOR JAMBS: 4 "x2 C' 6 "x2 1 /2 "x16GA BEAM5 TYP. —-- S5 4 "x2 1 /2'XIBGA GEE GIRTS: DI v EAVE: 4 3 /16'x3NIGGA r Lo o 10' -0' no o o 0i 0 1 Ln 01 0 w ' J Q w o u _ a Q 7 o x I o L 0 1 Lo 0 ILrn SCALE: 1/8" = I' BUILDING 'A' PARTITION PLAN SCALE; I/8" = I' L\ co1 co coI co m CC) 1 oI co DESIGN LOADS: ROOF LIVE LOAD: 20 P5F WIND VELOCITY: 80 MPH gwsraws2- PURLINS: 4 "x2 I /2'x18GA ZEE COLUMNS: 4 "x2 1 /2'X16GA CEE DOOR JAMBS: 4 "x2 1 /2'x16GA GEE HEADERS: 4 "x2 1 /2'XIBGA GEE GIRTS: 4"x2 I /2'XISGA CEE EAVE: 4 3 /16'x3NIGGA CHANNEL PANELS ROOF: 24GA MIRAGE GVLM WALLS: 26GA MULTI -RIB COLOR PARTITIONS: 29GA U -PANEL GVLM M I5G: BEAMS: 6 "x2 1 /2'x16GA CEE DOOR SCHEDULE: 10) - 3880 MINI ROLL -UP DOORS 27) - 8880 MINI ROLL -UP DOORS UNIT MIX 10) - 5 x 10 = 500 sq, ft. 5) - 10 x 10 = 500 sq, ft. 22) - 10 x 25 = 5500 sq, ft. 37) -TOTAL = 6500 sq, ft. FRAMING SCHEDULE IQ TYPICAL TRANSVERSE BEARING WALL = 29GA U -PANEL W /(6) #12 TEKS TO EACH SUPPORT E #12 STITCH AT 20' O.G. C' 4 "x2 1 /2 "08GA POSTS AT 5' -0" O.C. 1/2 "N2 3/4" EXPANSION ANCHORS AT 5' -0" O.C. TYPICAL LONGITUDINAL NON- BEARING WALL = 29GA U -PANEL W /(6) #12 TEKS TO EACH SUPPORT L' 2 "x2 "x18GA ANGLE AT 5' -O' O.C. r c T, p ' pERM1T # PROVED W Q Ca J OL Q: m Q r Q Lo o z 0ti q r Y W WvW zUvLn Z Z 4CL a o z co M '. o cy j O X44 m co e') co co c0 z P2 ni o00 ICO)IP P w rVti In FR-8 r o O U) clJw U p S p J OW z zg age 0 z zo :2 oJF=[if mCL 0 0D- Lij Q Q U ac 00 LU 00cn c J Q W Q a STAMP cer^ Z m Fm .3 4 F0 CAU 4 DATE 6 -24 03 SCALE 1/8" = 1' DRAWN BY R FL CHECKED BY MEZ JOB NO. 772 SHEET S2 SHEET 3 O 7SHEETS A S1 12 "x19" ,ONT FTr I I I I I I I I I I I I I I I I I I I I I I zl I D zl ZI z z I O O O C) OI OI rr—h I ' I I °I CI °I °I °I I °I °I CD I I I I I A S1 VLIT CT( III Ull llA ! 280' -1 1/" OVERALL I I I I I I I I I I I ( I----------- {- - - - - --- {--- - - - -f- - - -- - - - - -- -- - -- -- -J 12 "x12" CONT. FTG. /(1) #4 CONT. TOP & GOT. W/ SLOPED EDGE I A D1 8" j1 12' -0" 12'1-0. 12' -0" 12' -0" 12' -0" 12' -0" 6' -0" 7' -6" 15' -0" 15-0" 15' -0" 15-0" 15-0" 5' -6" 96' -0" 88' -0" 280' -1 112" OVERALL I BUILDING 'B' FOUNDATION PLAN ROOF LIVE LOAD: 20 PSF WIND VELOCITY: 80 MPH MEMBER SIZE: PURLINS: CONTROL JOINT— COLUMNS: I II 4 "x2 1 /2 "x16GA CEE HEADERS: 4 "x2 1 /2 "x18GA CEE I 4 "x2 1 /2 "x18GA CEE I 4 3 /16 "x3 "x16GA CHANNEL I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CONTROL JOINT— I — — I I I 0 z cs I I d o I mp I I I W I rw I Co I O I I I UTiU z g ma_ zz 0 o a J C) DO zDO I W Q a v O Lu Ir O I I I W I I I 4" I I SLAB N77B 13 AT 24" a EA, WAY I I I I I I I I 6 -24 -03 I DRAWN BY I CHECKED BY I JOB NO. 772 I S3 I I I I I I I I I I zl ZI zl ZI ZIo. ZIo. ZIo ZI ' o ZI Dl 0. I o ZI0 ZI0 JI C) o JI0 I0 0 0JICD 0 I JI0Pf I 0I0 JI0 I0 JI0 rr I I I I C) I C) I CUE I CONTROL JOINT I I II L— — — — — I I I I I I I I I I 12 "x12" ONT. FTG. W /(1) #4 CO T. TOP & GOT. W/ SLOP D EDGE 11 I 1 8" 6' -1 1/2" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 6' -0" 6' -0" 12' -0" 12' -0" 12 0" 12' -0" 96' -1 1/2" 96' -0" I I I I I I I I I I I I I I I I I I I I I I zl I D zl ZI z z I O O O C) OI OI rr—h I ' I I °I CI °I °I °I I °I °I CD I I I I I A S1 VLIT CT( III Ull llA ! 280' -1 1/" OVERALL I I I I I I I I I I I ( I----------- {- - - - - --- {--- - - - -f- - - -- - - - - -- -- - -- -- -J 12 "x12" CONT. FTG. /(1) #4 CONT. TOP & GOT. W/ SLOPED EDGE I A D1 8" j1 12' -0" 12'1-0. 12' -0" 12' -0" 12' -0" 12' -0" 6' -0" 7' -6" 15' -0" 15-0" 15' -0" 15-0" 15-0" 5' -6" 96' -0" 88' -0" 280' -1 112" OVERALL I BUILDING 'B' FOUNDATION PLAN ROOF LIVE LOAD: 20 PSF WIND VELOCITY: 80 MPH MEMBER SIZE: PURLINS: 4 "x2 1 /2 "x16GA ZEE AT 12' SPANS COLUMNS: 4 "x2 1 /2 "x16GA CEE DOOR JAMBS: 4 "x2 1 /2 "x16GA CEE HEADERS: 4 "x2 1 /2 "x18GA CEE GIRTS: 4 "x2 1 /2 "x18GA CEE EAVE: 4 3 /16 "x3 "x16GA CHANNEL ITIMAX0 ROOF: 24GA MIRAGE GVLM WALLS: 26GA MULTI —RIB COLOR PARTITIONS: 29GA U —PANEL GVLM MISC: PURLINS: 4 "x2 1 /2 "x18GA ZEE AT 10' SPANS BEAMS: 6 "x2 1 /2 "x16GA CEE DOOR SCHEDULE: 21) — 8880 MINI ROLL —UP DOORS 32) — 10'— O "x8' —O" MINI ROLL —UP DOORS UNIT MIX 5 — 10 x 8 = 400 sq. ft. 16 — 10 x 25 = 4000 sq. ft. 16 — 12 x 20 = 3840 sq. ft. 16 — 12 x 30 = 5760 sq. ft. 53) — TOTAL = 14000 sq. ft. P IN C r, ,lLot asanloluJ h„ Ih. .,ii I:.nl ., and site PERMIT # -- pj , p ROVED SCALE: 1/8" = 1' OirYBUILDING DEPT, mO_ r7N N0 NO0N O 11 MR F_ OJCL DODO w Q 0 z0 0 z cs CC0 ccooCD d o OC\2 O O O mp rn CA O comNcDN N W rwCo 0 O UTiU z g ma_ zz0 o a J C) DO zDO OLL W Q a v O Lu Ir O 0 J W W STAMP U VS) F SIGA;q A E.x. TFOF DATE 6 -24 -03 SCALE 1 /a" = 1' DRAWN BY R FL CHECKED BY MEZ JOB NO. 772 SHEET S3 SHEET 4 O 7SHEETS 0 I DESIGN LOADS: ROOF LIVE LOAD: 20 PSF WIND VELOCITY: 80 MPH 0 I n PURLINS: 4 "x2 1 /2 "x16GA ZEE AT 12' SPANS COLUMNS: 4 "x2 1 /2 "x16GA CEE 0 I DOOR JAMBS: 4 "x2 1 /2 "x16GA CEE HEADERS: 4 "x2 1 /2 "x18GA CEE GIRTS: 4 "x2 1/2 "x18GA CEE o EAVE: 4 3 /16 "x3 "x16GA CHANNEL I N ROOF: n r- 26GA MULTI -RIB COLOR PARTITIONS: 29GA U -PANEL GVLM MISC: Oo 6 "x2 1 /2 "x16GA CEE I DOOR SCHEDULE: 7I 32) - 10'- 0 "x8' -0" MINI ROLL -UP DOORS n o I x 5 - 10 x 8 400 sq. ft. 163 - 10 x 25 4000 sq. ft. Q 12 x 20 3840 sq. ft. O 16316 - 12 x 30 N a° 53) - TOTAL O m I X I r\ 0 in J cy cu U 6 2 o FnN OOO 4 U 0 0 u, D1 L ' CJ 0 Tip 0,2 04 VL o v x OIiA 10' -0" u 0 10' -0" r4 HA A S1 I I 1 A S1 10' -0" 24 10' -0" 24 6 C' 4 "x2 1/211 x16G k POSTS TYP. 0 D1 10' -0" 24 , 1o'-o" I m zOFF a w zaa c N 61 10' 1 4( A S1 16 D1 VI 10' -0" rn 0 D 10' -0" 280' I, I e: 0 10' -0" L7 I BUILDING 'B' PARTITION PLAN Im I I 1 D1 NORTH SCALE: 1/8" = 1' L ING SCHEDULE L TRANSVERSE BEARING WALL - PANEL W /(6) #12 TEKS H SUPPORT & #12 STITCH AT 20" O.C. 2 1 /2 "x18GA POSTS AT 5' -0" O.C. 2 3/4" EXPANSION ANCHORS AT 5' -0" O.C. L LONGITUDINAL NON- BEARING WALL = - PANEL W /(6) #12 TEKS H SUPPORT " x18GA ANGLE AT 5' -0" O.C. APPROVED 13Y.- &cw v olio cA hlhc lr,a lun. diuim heel c' irncc.i,1i i,in au.l:cnlu(s) u.hoi uy ovcr Ih project and site N7N N0 2 CD PERMIT # 0 ° 0 APPROVED O w CITY CF LAKE FLT; ^:i f: F- EUiL[,IN3 ue: -T. o I- 0 rZ DESIGN LOADS: ROOF LIVE LOAD: 20 PSF WIND VELOCITY: 80 MPH MEMBER SIZE: 4 PURLINS: 4 "x2 1 /2 "x16GA ZEE AT 12' SPANS COLUMNS: 4 "x2 1 /2 "x16GA CEE DOOR JAMBS: 4 "x2 1 /2 "x16GA CEE HEADERS: 4 "x2 1 /2 "x18GA CEE GIRTS: 4 "x2 1/2 "x18GA CEE EAVE: 4 3 /16 "x3 "x16GA CHANNEL PANELS: ROOF: 24GA MIRAGE GVLM WALLS: 26GA MULTI -RIB COLOR PARTITIONS: 29GA U -PANEL GVLM MISC: PURLINS: 4 "x2 1/2 "x18GA ZEE AT 10' SPANS BEAMS: 6 "x2 1 /2 "x16GA CEE DOOR SCHEDULE: z 21) - 8880 MINI ROLL -UP DOORS 32) - 10'- 0 "x8' -0" MINI ROLL -UP DOORS UNIT MIX I 5 - 10 x 8 400 sq. ft. 163 - 10 x 25 4000 sq. ft. Q 12 x 20 3840 sq. ft. O 16316 - 12 x 30 5760 sq. ft. a° 53) - TOTAL 14000 sq. ft. m I r\ 0 CQ ~ Im I I 1 D1 NORTH SCALE: 1/8" = 1' L ING SCHEDULE L TRANSVERSE BEARING WALL - PANEL W /(6) #12 TEKS H SUPPORT & #12 STITCH AT 20" O.C. 2 1 /2 "x18GA POSTS AT 5' -0" O.C. 2 3/4" EXPANSION ANCHORS AT 5' -0" O.C. L LONGITUDINAL NON- BEARING WALL = - PANEL W /(6) #12 TEKS H SUPPORT " x18GA ANGLE AT 5' -0" O.C. APPROVED 13Y.- &cw v olio cA hlhc lr,a lun. diuim heel c' irncc.i,1i i,in au.l:cnlu(s) u.hoi uy ovcr Ih project and site N7N N0 2 CD PERMIT # 0 ° 0 APPROVED O w CITY CF LAKE FLT; ^:i f: F- EUiL[,IN3 ue: -T. o I- 0 rZ L1 2O m w O z O z0 Q K a° Z r\ 0 CQ ~ J cy cu mco co CD 6 2 o FnN OOO 4 U Wr w L ' CJ o Tip 0,2 04 VL o v x H v z mg rz zzoo J m m ¢ a w Q U m w OO ar Ocn J W I J STAMP 7 2 9 2004 FESSl vVq T. PO 6x '?I -20 4_ J9 CIVIL TF OQ P DATE " 6 -24 -03 SCALE DRAWN BY R FL CHECKED BY MEZ JOB NO. 772 SHEET S4 SHEET 50F 7SHEES 0I Tn o I u: C) 2 Lo Z' "x2 I/2" 16GA PURLINS AT 12' SPANS TYP. COLUMNS: o 9 DOOR JAMBS: 4 "x2 1 /2 "x16GA GEE HEADERS: q "x3 "x " G RIDGE PLATE GIRTS: 4 "x2 21 EAVE: 21 v O J I MEMBER SIZE: 2 0I Ln I g I 3 Hia A SI U' 4 31100"x166A FAVF CHANNFI U' 4 3/16 "x2" 16GA FAVE CHANNEL i A DI DI 5/ 8" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0' 12' -0" 12' -0" 12' -0" 12' -0" 96' -0" q6' -0" v— 280' -0" t I NORTH j I ' I BUILDING 'B' PARTITION PLAN SCALE:, = 1' 3 DESIGN LOADS ROOF LIVE LOAD: 20 P5F WIND VELOCITY: 80 MPH MEMBER SIZE: 2 PURLINS: Z' "x2 I/2" 16GA PURLINS AT 12' SPANS TYP. COLUMNS: ZC-7d6GA POSTS TYP. DOOR JAMBS: 4 "x2 1 /2 "x16GA GEE HEADERS: q "x3 "x " G RIDGE PLATE GIRTS: 4 "x2 DI Y EAVE: 1 PANELS: ROOF: 24GA MIRAGE GVLM U' 4 3/16 "x2" 16GA FAVE CHANNEL i A DI DI 5/ 8" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0" 12' -0' 12' -0" 12' -0" 12' -0" 12' -0" 96' -0" q6' -0" v— 280' -0" t I NORTH j I ' I BUILDING 'B' PARTITION PLAN SCALE:, = 1' 3 DESIGN LOADS ROOF LIVE LOAD: 20 P5F WIND VELOCITY: 80 MPH MEMBER SIZE: Q PURLINS: 4 "x2 1 /2 "x16GA ZEE AT 12' SPANS COLUMNS: 4 "x2 1 /2 "x16GA CEE DOOR JAMBS: 4 "x2 1 /2 "x16GA GEE HEADERS: 4 "x2 1 /2 "x18GA CEE GIRTS: 4 "x2 1 /2 "x18GA CEE EAVE: 4 3 /I6 x3 "x16GA CHANNEL PANELS: ROOF: 24GA MIRAGE GVLM WALLS: 26GA MULTI -RIB COLOR PARTITIONS: 2gGA U -PANEL GVLM MISC: PURLINS: 4 "x2 1 /2 "x18GA ZEE AT 10' SPANS BEAMS: 6 "x2 1 /2 "x16GA CEE DOOR SCHEDULE: 21) - 8880 MINI ROLL -UP DOORS 32) - 10'- O "x8' -0" MINI ROLL -UP DOORS UNIT MIX 5) - 10 x 8 400 Bq, ft. I(9) - 10 x 25 4000 sq, ft. 16) - 12 x 20 3840 sq, ft. I() - 12 x 30 5760 sq, ft. 53) - TOTAL 14000 sq, ft. Q m O N w D TOP FLANGE OF Z' PURLIN z Oti sY W z U v BOTTOM Z C FOFZ 4 "X18 GAGE 57PAP a o z 4)#12 PER S,7RAP C' SIRUr k c7 ' C" m t r» c o Pam o00 ROOF STRAP BRACING 4 E C U , N wo cn Cat W1/1 0 V s O 1112"X1 %'X16 GAGE 'L's 18" LONG° Q W/(4) #12 TEKS EACH END 'C' STRUT z D_ m Z z WHERE SPLICE OF STRUT IS REQUIRED ao s USE ANGLES AND SCREWS AS SHOWN m u ALL SCREWS TO BE 3/4" SPACING AND o EDGE DISTANCE, MIN. Of STRUT SPLICE 3 18 GAGE 'C' STRUT 4 X2 "X18 GAGE 1' #12 7EK AT 30" 0/C I aann,,ll, : ; . ttn:mg (bJe(al nd nm ti i i N: d bvl uc.l Irn 1..g mtl„I t, over th pu wd METAL SHEARWALL w Q U cr ui OO O 0 STRUT TO SHEAR WALL 2 v w NOTE STRAP BRACING TO BE LOCATED BETWEEN ME J BOTTOM OF PURLIN AND TOP OF STRUT STAMP TYPICAL 92004 QrtSS /p • 112 TEKS T TOP FLANGE OF m Z' PURLIN CIVIL a ' DATE .w. <;.. 6 -24 -03 BOTTOM scaTE FLANGE OF Z' 47,X18 GAGE STRAP DRAWN BY R FL 10)J/12 PER STRAP CHECKED BY L' DRAG STRUT M EZ OR BEAM aoa No. 772 7 `, kr i 'ROVED SHEET 1 ING CITY OF LAKE RE DEPT. A T SITAP BRA lA` 9" BUILDING DEPT. j u SHEET 6 O 7SHEEfS PARTITION TO VERTICAL AN6LE W /TH #12 TEK5 6 " 0. 6. PARTI TION TO P05 AND ANGLE H1 TH #12 TEK5 6 " 0. 6. i SEE PLAN FOR ORIENTATION PARTITION TO POST WITH #12 TEKS 6" O.G. METAL PARTITION tiITEl SEC T /ON , T P051 5 VERTICAL ANGLE Z' PURLIN W /(2) #12 TEKS TO VERTICAL ANGLE. 4" MAX AIR GAP BETWEEN PURLINS AND PARTITION PANELS. PARTITION EDGE IS FIELD CUT AND MAY BE SHARP. EDGE TRIM AVAILABLE AT ADDITIONAL COST. 29GA U -PANEL PARTITION, FASTEN TO ANGLE W/ #12 TEKS AT 6" O.C. TYP. MINI CLIP TO SLAB WITH 2) .1380 x 1" SHOT PIN. CLIP TO POST WITH (2) #12 TEKS. 0) #I2 SPMEATPOST BUTT JOINT Itll+ VE CHANNEL EAVE CHANNEL Ej- G' 5PLIGE 2) #I2 TEA EACH SIDE — FOR EACH EAVE CHANNEL II -- y- IL G' POST EA VE CHANNEL SPLICE ROOF 26GA MULTIRIB WALL PANELS U' BASE CHANNEL W /(2) #12 TEKS ON EACH SIDE OF POSTS U' EAVE CHANNEL W /(2) #12 TEKS ON EACH SIDE OF POSTS C' MID -HGT. GIRT WITH 3 "x3 "xl4GA CLIP WITH 2) #12 TEKS TO GIRT & POST C' POSTS ® 5' -0" O.C. TRACK TO CONCRETE WITH 3/8 "0 X 2 1/2" EMBED. HILTI KB II, OR 1/2 "0 X 2 1/2" EMBED. POWERS WEDGE -BOLT, OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT, WITH 3" MIN. EDGE DISTANCE 5' -0" O.C. W/ .138" SHOT 2' -0" O.C. TYP. 26GA MULTIRIB WALL PANELS C U' EAVE CHANNEL W /(2) #12 TEKS TO POST ON EACH SIDE. O COILING DOOR SEE MANUFACTURERS INSTRUCTIONS 3 "x3" xx104GAE CLIP RW/ (2) C' JAMB #12 TEKS TO HEADER AND JAMB VE CHANNEL ROOF P 2" 1211 _ q„ q„ 3 PURUN SPLICE 2 26GA PRE PAINTED PIER `\4E I L OUTSIDE WRAP, DO NOT FASTEN L—J THROUGH THIS FACE. I 2" I 518 110 HOLES TYP. ' 2" 1 4%8" - 112" OVERALL PIER DIM. D. SIDE VIEW: FRONT VIEW- PIER BASE CHANNEL W/(2) #12 TEKS @ POST - 112" OVERALL PIER DIM. 1 „ 2 5/8 "0 HOLES TYP. V I I III I 111= \ }} INSIDE I OUTSIDE 18 GA. "U" PIER BASE CHANNEL PLAN VIEW.- SIDEWALL (NO DOORS) 15 SIVEW LL A YDOORS SLAB AND ROOF STEP ROOF DECK -i I—'L' 4 "x2 "x16GA RAKE ANGLE II I II n " Z' PURLIN) (4) #12 C' MID -HGT. GIRT + WITH 3 "x3 "xl4GA CLIP WTH 2) #12 TEKS TO GIRT & POST U' 4 3 /16 "x2 "xl8GA BASE TRACK W /(2) #12 TEKS---, EACH SIDE OF POSTS PURLIN A T END WAL L BRAKE TRIM 26GA MULTI -RIB WALL PANELS C' C' JAMB PLAN VIEW POSTS 0 5' -0" O.C. L' 3 "x3 "xl4GA CLIP 4" L"TEKS 'C' JAMB TRACK TO CONCRETE WITH 3/8 "0 X 2 112" EMBED. HILTI KB II, OR 1/2 "0 X 2 112" EMBED. POWERS WEDGE -BOLT, OR 1/2-0 X 2 1/4- EMBED. RAMSET TRUBOLT, WITH 3" MIN. EDGE DISTANCE 5' -0" O.C. W/ .138" SHOT C' BEAM 2' -0" O.C. TYP. SEC77ON WEW 20 BEAM A T IAMB d PURUN PARTITION J PLAN ORCING 14 LAPTEKS AT EACH PANEL RIB 26GA RIDGE CAP ROOF CLIP OUTSIDE CLOSURE W(2) #10 TEKSS /—W/ 1" TAPE SEALANT TOP AND BOTTOM 24GA ROOF DECK W/ RIDGE PLATE W/ #12 TEKS AT 12" O.C. TO PURLIN 16GA 'Z' PURLIN C' POST 19 R•u 1.5 "x1.5" SLAB RECESS FF U z SEE FOUNDATION PLAN FOR SLAB REINFORCING zam 2" SAND OR GRAVEL RECOMMENDED) 4 CONT. TOP & BOTTOM 4" MIN, 8" MAX AIR GAP BETWEEN ROOF PANELS AND Z' PURLIN W /(4) #12—/ PANELS. PARTITIONPEDGEIIIS TEKS TO POST. FIELD CUT AND MAY BE SHARP. EDGE TRIM AVAILABLE AT ADDITIONAL COST. C' POST 29GA U -PANEL PARTITION, SEE PLAN FO FASTEN TO POST ORIENTATION) W/ #12 TEKS AT 6" O.C. TYP. POST BASE CLIP TO POST WITH (4) #12 TEKS., CLIP TO CONCRETE WITH 3/8 "0 X 2 1/2" EMBED. HILTI KB II OR 1/2 "0 X 2 1/2" EMBED. POWERS WEDGE -BOLT OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT o_.__.. PAST PURL lIV' C NNEC TIN 7 LPART1TION AT PIER I. 18" 13 FO0TING W/15 RECESS NOTE: SEE 1 /DI AND 8 /DI FOR MORE INFORMATION. METAL ROOF PANELS 1 L1 X5 "X14 C' DOOR JAMB NOTE: ATTACHMENT TO PIER 0 W/(4) #12 HH TEKS TO PURLIN EAVE CHANNEL TYP. C' MIDHE16HT GIRT HORIZ. PARTITION ryo PURLIN VERTIGAL AN6LE W/ (2) 3 1/2- WHERE OCCURS 26 6A. METAL 51DIN6 I2 TEK5 @ EAVE ff BASE CHANNEL MIN. U' 4 3 /16 "x2 "xl8GA TOP G' DOOR JAMB STUD ff TO PARTITION W/ #I2 TEKS TRACK W /(2) #12 TEKS W/ (2) #12 W.H. TEKS EA. SIDE q" D.G. TYR F. F. EACH SIDE OF POSTS USE APPROVED FIRESTOPPING 12 TEK H.H. 50" O.G. TYP. – - - z 0 ---- #12 TEK H.H. 30" O.G. TYP. C' 4 "x2 1 /2"xl8GA POSTS 4—E: 1 1/2" x 9 1/2" 3„ AT 24" O.C. (WITH (2) LAYERS 26 &A. PRE PAINTED SLAB RECESS MIN. 5/8" TYPE 'X' GYP. BOARD 26 6A. PRE PAINTED G" ODOR JAMB STUD PIER COVER AT SIDEWALL BY OTHERS) ON EACH SIDE) TRACK TO CONCRETE WITH VARIE5 PIER COVER VARIES # W/ (2) I2 W.H. TEKS EA. SIDE 2 HOUR ASSEMBLY PER 3/8 "0 X 2 1/2" EMBED. HILTI KB II z UL DESIGN U425 OR 1/2 °0 X 2 1/2" EMBED. POWERS WEDGE -BOLT TRACK TO CONCRETE WITH TRACK TO CONCRETE NTH VINYL OR CASON. DRY OR PREMIXED JOINT COMPOUND OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT 3/8 "0 X 2 1/2" EMBED. HILTI KB II 3/8 "0 X 2 1/2" EMBED. HILTI KB II APPLIED IN TWO COATS TO JOINTS AND SCREW HEADS OF OUTER LAYER. PERFORATED PAPER TAPE, f WDE, OR 1/2 "0 X 2 1/2" EMBED. POWERS WEDGE -BOLT OR 1/2 "0 X 2 1/2" EMBED. POWERS WEDGE -BOLT i OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT JOINTS OF OUTER LAYER. U' "x2 "x18GA TYP CORNER PIER 11%0 PIER g TYP DOOR ,1AMO BASE ROOF 26GA MULTIRIB WALL PANELS U' BASE CHANNEL W /(2) #12 TEKS ON EACH SIDE OF POSTS U' EAVE CHANNEL W /(2) #12 TEKS ON EACH SIDE OF POSTS C' MID -HGT. GIRT WITH 3 "x3 "xl4GA CLIP WITH 2) #12 TEKS TO GIRT & POST C' POSTS ® 5' -0" O.C. TRACK TO CONCRETE WITH 3/8 "0 X 2 1/2" EMBED. HILTI KB II, OR 1/2 "0 X 2 1/2" EMBED. POWERS WEDGE -BOLT, OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT, WITH 3" MIN. EDGE DISTANCE 5' -0" O.C. W/ .138" SHOT 2' -0" O.C. TYP. 26GA MULTIRIB WALL PANELS C U' EAVE CHANNEL W /(2) #12 TEKS TO POST ON EACH SIDE. O COILING DOOR SEE MANUFACTURERS INSTRUCTIONS 3 "x3" xx104GAE CLIP RW/ (2) C' JAMB #12 TEKS TO HEADER AND JAMB VE CHANNEL ROOF P 2" 1211 _ q„ q„ 3 PURUN SPLICE 2 26GA PRE PAINTED PIER `\4E I L OUTSIDE WRAP, DO NOT FASTEN L—J THROUGH THIS FACE. I 2" I 518 110 HOLES TYP. ' 2" 1 4%8" - 112" OVERALL PIER DIM. D. SIDE VIEW: FRONT VIEW- PIER BASE CHANNEL W/(2) #12 TEKS @ POST - 112" OVERALL PIER DIM. 1 „ 2 5/8 "0 HOLES TYP. V I I III I 111= \ }} INSIDE I OUTSIDE 18 GA. "U" PIER BASE CHANNEL PLAN VIEW.- SIDEWALL (NO DOORS) 15 SIVEW LL A YDOORS SLAB AND ROOF STEP ROOF DECK -i I—'L' 4 "x2 "x16GA RAKE ANGLE II I II n " Z' PURLIN) (4) #12 C' MID -HGT. GIRT + WITH 3 "x3 "xl4GA CLIP WTH 2) #12 TEKS TO GIRT & POST U' 4 3 /16 "x2 "xl8GA BASE TRACK W /(2) #12 TEKS---, EACH SIDE OF POSTS PURLIN A T END WAL L BRAKE TRIM 26GA MULTI -RIB WALL PANELS C' C' JAMB PLAN VIEW POSTS 0 5' -0" O.C. L' 3 "x3 "xl4GA CLIP 4" L"TEKS 'C' JAMB TRACK TO CONCRETE WITH 3/8 "0 X 2 112" EMBED. HILTI KB II, OR 1/2 "0 X 2 112" EMBED. POWERS WEDGE -BOLT, OR 1/2-0 X 2 1/4- EMBED. RAMSET TRUBOLT, WITH 3" MIN. EDGE DISTANCE 5' -0" O.C. W/ .138" SHOT C' BEAM 2' -0" O.C. TYP. SEC77ON WEW 20 BEAM A T IAMB d PURUN PARTITION J PLAN ORCING 14 LAPTEKS AT EACH PANEL RIB 26GA RIDGE CAP ROOF CLIP OUTSIDE CLOSURE W(2) #10 TEKSS /—W/ 1" TAPE SEALANT TOP AND BOTTOM 24GA ROOF DECK W/ RIDGE PLATE W/ #12 TEKS AT 12" O.C. TO PURLIN 16GA 'Z' PURLIN C' POST 19 R•u 1.5 "x1.5" SLAB RECESS FF U z SEE FOUNDATION PLAN FOR SLAB REINFORCING zam 2" SAND OR GRAVEL RECOMMENDED) 4 CONT. TOP & BOTTOM 4" MIN, 8" MAX AIR GAP BETWEEN ROOF PANELS AND Z' PURLIN W /(4) #12—/ PANELS. PARTITIONPEDGEIIIS TEKS TO POST. FIELD CUT AND MAY BE SHARP. EDGE TRIM AVAILABLE AT ADDITIONAL COST. C' POST 29GA U -PANEL PARTITION, SEE PLAN FO FASTEN TO POST ORIENTATION) W/ #12 TEKS AT 6" O.C. TYP. POST BASE CLIP TO POST WITH (4) #12 TEKS., CLIP TO CONCRETE WITH 3/8 "0 X 2 1/2" EMBED. HILTI KB II OR 1/2 "0 X 2 1/2" EMBED. POWERS WEDGE -BOLT OR 1/2 "0 X 2 1/4" EMBED. RAMSET TRUBOLT o_.__.. PAST PURL lIV' C NNEC TIN 7 LPART1TION AT PIER I. 18" 13 FO0TING W/15 RECESS 12 METAL ROOF PANELS 1 L1 X5 "X14L'3 GA. POST /PURLIN CLIP 0 W/(4) #12 HH TEKS TO PURLIN 4) 2" #12 HH TEKS TO POST ryo PURLIN WHERE OCCURS O U' 4 3 /16 "x2 "xl8GA TOP TRACK W /(2) #12 TEKS z 0 NOTCH GYP. BOARD AROUND CLIPS, EACH SIDE OF POSTS USE APPROVED FIRESTOPPING BY OTHERS) C' 4 "x2 1 /2"xl8GA POSTS AT 24" O.C. (WITH (2) LAYERS 5/8" TYPE 'X' GYP. BOARD FASTEN GYP. BOARD TO STUDS BY OTHERS) ON EACH SIDE) WITH TYPE S12 SCREWS 12" O.C. 2 HOUR ASSEMBLY PER u z UL DESIGN U425 TRACK TO CONCRETE WITH VINYL OR CASON. DRY OR PREMIXED JOINT COMPOUND 0 3/8 "0 X 2 112" EMBED. HILTI KB II, APPLIED IN TWO COATS TO JOINTS AND SCREW HEADS OF OUTER LAYER. PERFORATED PAPER TAPE, f WDE, DR 1/2 "m X Z 1/2 EMBED. Q EMBEDDED IN FIRST LATER OF COMPOUND OVER All POWERS WEDGE -BOLT, JOINTS OF OUTER LAYER. U' "x2 "x18GA OR 1/2 "0 X 2 1/4" EMBED. x 4 3 /16 BASE RAMSET TRUBOLT, TRACK W /(2) #12 TEKS 4 WITH 3" MIN. EDGE DISTANCE EACH SIDE OF POSTS Q 5' -0" O.C. W/ .13B" SHOT a° z a 2' -0" O.C. TYP. NOTE: APPLY POST /PURLIN CONNECTOR PRIOR TO INSTALLATION OF 5/8" TYPE 'X' GYPSUM BOARD. LJ rnUaco Gel vin c I I 1I aM z a 3" 12" MIN u ATTACH VERTICAL ANGLE TO EAVE CHANNEL BASE CHANNEL W/ (2) #12 TEKS & TO PARTHION W/ #12 TEK @ 9" O.C. n PIER U VER71 €AL HOR /Z. METAL PARTI N clal yc on`:xlcL., . 0 I, SEE FOUNDATION PLAN FOR RCING N z 2" SAND OR GRAVEL N RECOMMENDED) 4 CONT. TOP & BOTTOM F T'r'V'U W SL OPEC EDUE EAM P,iIVEL L P 21G (MAX 5PA61N6) PARTITION NOTE: SEE PLAN FOR POST ORIENTATION PLOT DATE: 1 L1 m 0 ryo w Q O z 0 u z0 Q Ln x 4 a° z LJ rnUaco Gel vin c I I 1I coccco co m co d o pNC7) O O p m t0 to U d a d w'Q ww cd gJR C co U C\2 11CVW a SUWy r J a w U V) t mul 9rte ui QQU W 0 O 0 CD W uj Q a I J STAMP CUU4 lFCFFS 104, " ICY 9 0 xp ..,.. 04 CIVIL 9T6'OF..CA0 P OAS DATE 6 24 -03 SCALE NTS DRAWN BY R FL CHECKED BY M EZ JDB NO. 772 SHEET D1 SHEEP 70F 7SHEETS 7V-7 l J' I Z", I 1, A 4 7, 4' CR V, Pit lz% N A'. TV ADNG, Pl," IT v A SERVE a A, WIWIT NALL X SWWffrO BY A SOILS ENGPC'ER 11Y0OF I. I T T sr mwN OF AM ENGINEERING DEPAMMENT MR CUT ANDML SLOPES F OWE asovopt MOM= NWO.Wl AMMO AND IVA ,x or srAmxws AND spEcocAnoms AND Tw LAm* APPENDIX CHAPTER 53 OWR 30' IN WRnC4L HEVff. E AN516* 2. A PERwr SHALL BE GOWD FROM A RNAL 006"CTOY REPORT WU fit MUMP'"ALL7* VOWMV MrAMWW. CITY LoW ELSINORE; PRIOR TO NY OPER4TlON. nUS GREATER P14N OW MOr THE DEMOPERA-P-N'o Ai THE COMM4CTOR SWL N0?PY AU WXnY IF SIETP SLOPM TD~ OCCURV is" 2 mAx, IT musr art afmca KEYEa *m arAcwD Oft800-422-41,33) 48 HOURS PRW 10 Amnhw soAL FOR FULL SUPPORT PREPARA71ON SHAL Of C0~ES AND U.SA ALERT 0 Un 'APPROWD BY A REGISTERED SMS ENGINEER ARM TOINELSWOREtSTAT9OFC SLOPES GREAIER THAN &-f A*:'' 7W CONMC" VO4EL AVVY -#t Cfff M*TEMC MPAMVEW A bl*t PLACEMENT OF FXL IAM D24HOURSNADVANCE' OF BEGIN110ING ~NG OPERA77ONS 7 THE Mft"Wwsme!MIDWSHALLBECONTROU" BY VA"M 00 O"ER AffMM SHOULD ASPM TNOSCALERYTHECITYENGINEER, TW FOLLMNO AGES. aff SLOPES VDVL BE NO vw smorm row comotErm AW k** At To i **mw. 4 WAVA YlON AND BETORE 84CX nLL OF AaUlV4AfrUCAn40LESSIOThIPWISEAPPROW0, AND SM4LL BE SHOWN ON PLAA AND IrRffA= AREAS AND MYCOUAIWAL 7V owt, TFILL, SEOtES &VILL BE No SPLEP0 MW ZMA SHALL fir SMMN *j* to S" 19m ARTMC4, UANEW WHEMSE APPRO*A AM a ioluom ow yf, ilAwRfr ovotom vioW AND SHALL NOT HAVE LESS THAN WX RELATYE COMPAC77ON OUT TO Pt now ANWAW G PREt-t-COMOACON, MNCHM AND MUNG' FVASN SURFACE. t r 3 „Ofe!99,9£' N 7 010-098-64C •N•Y•v M „ 00, 90.f!9 N O Z7 IV[/4 O{/ VIII •3L V 1V —Zi •I A? . M „00, 90.f9 N 17 30NV-LSIG MYHOIS A-1-9S OQKHOVN em-s" (we) r xvt' (me) 13t O1 069ZS + VO . Vl • Mt f . 00 )Wd 39M OOM ry i`ia MR JNUl3ANnS ONV-1 4 SNIP lY1q • ONINNYM MM a2 OIIIIS'I MM CIO ALIO ONI `S38fUN3A 9NIN33NION3 L 03SOdO2id W 1 OZ 9 Z 2NW A i w / Q r t t L 11z 7V V2 Q.ia" AW 3tK7 V6W c77V1WZW N-ZV v3nssl -W NVO 1llVY3d V &ff '."VI 3MS OW AW aO /OW 1N31rd0IMM !O sN0/1 AW 31KMdONddr 3kc Ue o-?Wd-?dd rf' z j9I/ /•r "gyp ' , / . c. _ ,/ / f / i I <- II t g \\ _ i O ••/ \ /,. f / , . it a4f ?r. r. r7 ge C- r r .•.' L 4 r ems• • " • qlr, IN b f i r + \ , 1 rtrdsr , , , z v, , r% AIR . i l r• r' i .. -. \/• e \ `. t \ .t 19 Sf! •%• ' • /- J (`' I'^ "r, —• j/,'i`\' % [._ • •X $ wb.r 7lVt3 Ij Ci S B. 71d130 .. lyd i n4 n V tr TF ti y F $ tl Z4 I f i IJ i •i 1. Il >. 0, i ESE PLANS HAVE BEEN REW FOR COMP LANCE7THESEEWEDOCOLIANCE WITH458 DtP. t2y3t/o6 4 THE APPROPRJATE CONDIRONS OF DEVELOPMENT AND /OR AND A AN PCITYSTATELAWS, D A PERMIT Cpl BE ISSUEn. I CCiVi \t AP SEIAWL0 & 56'9f5 LUTE' ENGINEERING VENTURES UITY UY LAKE KLSIN UKL'' wro PLAWNG • avL a,arc CROSS SECTION SHEET WA LAW StlltN YINc hr PftPAND FOR.- t,. 43500 RIDGE PARK OR / 202 iEMECULA CA 92590 T= R l / (909) 699 -6450 FAX / (909) 699 -3589 I HADO SELF ST O CE lM1L' r M/A r. A.P.N. 79- 25# -0i0 r i i Y S e ESE PLANS HAVE BEEN REW FOR COMP LANCE7THESEEWEDOCOLIANCE WITH458 DtP. t2y3t/o6 4 THE APPROPRJATE CONDIRONS OF DEVELOPMENT AND /OR AND A AN PCITYSTATELAWS, D A PERMIT Cpl BE ISSUEn. I CCiVi \t AP SEIAWL0 & 56'9f5 LUTE' ENGINEERING VENTURES UITY UY LAKE KLSIN UKL'' wro PLAWNG • avL a,arc CROSS SECTION SHEET WA LAW StlltN YINc hr PftPAND FOR.- t,. 43500 RIDGE PARK OR / 202 iEMECULA CA 92590 T= R l / (909) 699 -6450 FAX / (909) 699 -3589 I HADO SELF ST O CE lM1L' r M/A r. A.P.N. 79- 25# -0i0 r i A TON AND ASSOCIATES 601 SOUTH MILLIKEN AVENUE SUITE H ONTARIO, CA 91761 PHONE (909) 605 -6865 FAX , (909) 605 -6870 November 17, 2003 HARRIS AND ASSOCIATES 120 MASON CIRCLE 925- 827 -4900 CONCORD, CA 94520 fax 827 -4982 Reference: MACHADO STORAGE 16401 LAKESHORE DRIVE LAKE ELSINORE, CA HARRIS AND ASSOC. # LE 266 -03 AGENCY PERMIT # 03 -1420 Mr. Samir Ghosn, P.E., The following is a partial response to your correction list dated September 19, 2003 The remaining items are to be addressed by other consultants. GENERAL: 15. Strap bracing added to roof framing plans and end of calculations. See pages 44 -47 and revised sheets S2 and S5. If you have any questions please do not hesitate to call. Sincerely, Art Leon PERMIT # APPROVED CITY OFLANG pEPTORE KF MAR 2 9 2004 WHARTON & ASSOCIATES 7[1/03 001 S. MILLIKEN AVE. SUITE II ONTARIO, CA 91761 909) 605 -6565 909) 605 -6870 FAX STRUCTURAL CALCULATIONS FOR MACHADO STORAGE LAKE ELSINORE, CA DESIGN LOADS (PER "97" UBC): ROOF LIVE LOAD............ LL := 20 PSF ROOF DEAD LOAD......... DL := 2 PSF WIND LOADING n 80 MPH, EXPOSURE C qs := 16.4 PSF PRESSURE Ce := 1.06 EXPOSURE C AT 15 FT HORIZONTAL-- > Pw:= gsCe1.3 Pw= 22.599PSF UPLIFT - -> Pu := qs Ce .7 Pu = 12.169 PSF SEISMIC LOADING ZONE 4 ASSUME ON TYPE B FAULT TABLE 16 -S TABLE 16 -Q TABLE 16 -K TABLE 16 -N Na := 1.3 Ca := .44 Na 1:= 1.0 R:= 4.5 2.5 Ca -I V.= V = 0.318 R MATERIAL SPECIFICATIONS: STEEL .............. .......................DECKING: GRADED " Fy = 50 KSI CONCRETE .............................fc = 2500 PSI (NO INSPECTION REQUIRED) REINFORCING .... BOLTS ................... Fy = 40 KSI A -307 QUALITY. EXPANSION ANCHORS ..... HILTI K \VIKBOLT Il PER ICBO 4627 OR ILAMSET TRUBOLT PER ICBO 1372 OR POWERS \VE-DGEBOLT PER ICBO 5785 OR RAMSET LDT PER ICBO 5890. SCREW S ..... .............................°. 12 TEKS. DARTS BRAND PER IC130 52112 WELDING ....... .......................ELECTRIC ARC \VI "1'I I FLEC'I RODI':S l \Vl RE CONFIRMING —1-0 CLASS F -70. SOiL....._..... _ .........................10111 I'SFALLONVABLF L'EARING ASSUMED IN LIEU OFGEOTECHNICAL REPORT r WHARTON AND ASSOCIATES STRUCTURAL CALCULATIONS FOR 5FfX10F'I'GRID DESIGN LOADS: LL:= 20 PSF DL:= 2 PSF WIND LOADING @ 80 MPH qs := 16.4 PSF PRESSURE Ce := 1.06 EXPOSURE C AT 15 FT HORIZONTAL - -> Pw: =qs Ce 1.3 Pw= 22.599PSF UPLIFT - -> Pu := qs Ce .7 Pu = 12.169 PSF MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS - A -307 QUALITY SCREWS - #12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: USE24 GAGE MIRAGE SEEATTACHED PURLIN DESIGN: L:= 10.FT ROOF DECK TO SPAN 5' BETWEEN PURLINS THEREFORE... W , 5—FT. (DL + LL) + 2-PLF W= 112 PLF z Mr:= W (L) Mr= 1120 FT LB 10 SPRINKLERS. 504 DEAD, 250# LIVE M := 1450 FT LB PER ATTACHED COMPUTER ANALYSIS USING CONTINUITY Wu := 5 FT (Pu - 2 PSF) - 2 PLF f2 tviu := Wu 10 USE'Z' 4" X 2 114" X 18 GA. PURLINS M 1b := — tb = 29692.633 PSI Sx d:= 4 IN Wu = 48.844 PLF Mu = 488.44 FT LB Sx: =.586 Cl Fb_ i000OPSI OK Iv : =- .539 I N" 10 3nnEd I Y Fbup := LZ Sx 2 Fbup = 11158.393 PSI PER AISI DESIGN MANUAL Fbu:= it(Fbup <30KSI,Fbup,30KS1) a fbu := Mu fbu = 10002.184 PSI < Fbu = 11158.393 PSI Sx DESIGN CONTINUITY SPLICE: M = 1450 FT LB OK USE 3 #12 TEKS 18" APART Ma := 326 LB 3.1.5 FT Ma= 1467 FT LB M = 0.988 OK Ma POST DESIGN: P:= W 10 FT + 175 LB P = 1295LB USE 'C'4" X 2.25" X 18 GA. SEE ATTACHED POST TO PURLIN CONNECTION DESIGN: P = 1295 LB USE 4 #12 TEKS Pa := 326 4 LB Pa = 1304 LB P = 0.993 OK Pa POST TO BASE AT CONCRETE SLAB Pup:- Wu 10 FT Pup= 488.44 LB USE (4) #12 TEKS AT BASE PLATE TO POST AND (1) DRILLED ANCHOR AT BASE PLATE TO SLAB Pupa := 565 LB 1.33 3/8" HILTI KBII W/2.5" EMBEDMENT, WIT14OUT SPECIAL INSPECTION PER ICBO RN 4627 ATTACHED OK ACCEPTABLE ALTERNATES: 1/2" TRUBOLT W/2.25" EMBEDMENT, WITHOUT SPECIAL INSPECTION POPLIN war" 4) q12 r 1'-0" PER ICBO RN 1372 ATTACHED OKi2EKS ._o.. USE ONLY (4) p12 TEKS PCST PURLIN I J) 81' TEKS wEEU NO SPLICE OCCURS USE ONLY (4) p12 TEKS acsi & ,PUI:RI ;;Nj ccINN. Pupa := 580 LB -1.33 1/2" POWERSTUD W/2.25" EMBEDMENT. WITHOUT SPECIAL INSPECTION PER IC130 RN 5225 ATTACHED OK Pupa := 430 LB 1.33 Pupa = 571.9 LB 1/2" POWERWEDGE W /2" PCST SPECIAL INSPECTION I` OK Pupa := 515 LB 1.33 Pupa = 684.95 LB INTERPOLATED j J CONC- rli G4 QIV J RILL ED ANCHOR EOL, i /2. acsi & ,PUI:RI ;;Nj ccINN. Pupa := 580 LB -1.33 1/2" POWERSTUD W/2.25" EMBEDMENT. WITHOUT SPECIAL INSPECTION PER IC130 RN 5225 ATTACHED OK Pupa := 430 LB 1.33 Pupa = 571.9 LB 1/2" POWERWEDGE W /2" EMBI-1) MLNT. NVITH0UT SPECIAL INSPECTION PI-R ICB0 RN X788 A TACIIE-D OK Pupa := 515 LB 1.33 Pupa = 684.95 LB INTERPOLATED FOR 2.00 PSI CONC- WHARTON AND ASSOCIATES STRUCI'URAL CALCULATIONS FOR 5 FP X 12 FT GRID DESIGN LOADS LL:- 20 PSF Dl-:= 2 PSF WIND LOADING ro 80 MPH qs := 16.4 PSF PRESSURE Ce := 1.06 EXPOSURE C AT 15 ET HORIZONTAL - -> Pw: =qs Ce 1.3 Pw= 22.599PSF UPLIFT - -> Pu := qs Ce .7 Pu = 12.169PSF MATERIAL SPECIFICATIONS: STEEL - Fy = 50 KSI BOLTS - A -307 QUALITY SCREWS - #12 TEK (UNLESS NOTED OTHERWISE) ROOF DECK DESIGN: USE24 GAGE MIRAGE SEEATTACHED PURLW DESIGN: L:= 12 FT ROOF DECK TO SPAN 5' BETWEEN PURLINS THEREFORE... W:= 5FT•(DL + LL) +2PLF W= 112PLF Z Mr:- W W Mr= 1612.8FT LB M:- Mr Wu := 5 FT (Pu - 2 PSF) - 2 PLF Wu = 48.844 PLF LZ Mu := Wu ( 10 Mu = 703.354 FT LB USE'Z' 4" X 2 1/2" X 16 GA. PURLINS Sx := .72 Cl M lb := — lb = 26880 PSI < F11=3 30001'SI Ok Sx d: =4 IN ly:= 1.12 IN 3.a -,T—E d.lY Fbup:= Fbup = 26209.79 PSI L- Sx PER AISI DESIGN MANUAL, Fbu := ii (Fbup < 30 KSI. Fbup, 30 KSI) Mu fbu :_ -- ibu = 11722.56 PSI < Fbu = 26209.79 PSI Sx OK ' A DESIGN CONTINUITY SPLICE: M= 1612.8 FT LB USE 3 #12 TEKS 18" APART Ma:= 622 LB 3 1.5 FT Ma = 2799 FT LB M = 0.576 OK Ma POST DESIGN: P:= W P = 1344 LB USE 'C'4" X 2.5" X 16 GA. SEE ATTACHED POST TO PURLIN CONNECTION DESIGN P = 1344 LB USE 3 #12 TEKS Pa := 622-3-LB Pa = 1866 LB P = 0.72 OK Pa POST TO BASE AT CONCRETE SLAB Pup := Wu L Pup = 586.128 LB USE (3) #12 TEKS AT BASE PLATE TO POST AND (1) 3/8" KWIKBOLT AT BASE PLATE TO SLAB Pupa := 565 1.33 LB WITHOUT SPECIAL INSPECTION PER ICBO RN 4627 ATTACHED OK PURLIN WITH 4) #12 TEKS C PO51 3) 012 TEKS— `WHEN NO SPLICE OCCURS USE ONLY (z) #12 TEKS POST 114 a (1) CONrAj IE A.rHOR i -) i & IL. 1 1N CUNN. 1/2" TRUBOLT W/2.25" EMBEDMENT, WITHOUT SPECIAL INSPECTION PER ICBO RN 1372 ATTACHED OK Pupa := 580 LB 1.33 112" LDT W/2.25" EMBEDMENT, WITHOUT SPECIAL INSPECTION PER ICBO RN 5890 ATTACHED OK Pupa := 551 LB 1.33 Pupa = 732.83 LB 2" 1'O \VEIZ W LI)C; E W /2" EMBEDMENT_ WITHOUT SPECIAL INSPFC'IION I'ER IC'13O IZN 5788 Al'i'AC'IiED OK Pupa := 515 LB 1.33 Pupa = 684.95 LB INTERPOLATED FOR 25n0 PSI L - SECTIONAL PROPERTY DETERMINATION FOR Ap =41N Bp = 2.51N Cp = 0.51N I = 0.06 IN R = 0.1881N A = 0.563 SI Ix = 1.523IN4 Sx = 0.762 CI rx = 1.6451N ly = 0.461N4 Sy = 0.276 CI ry = 0.9041N m = 1.2541N xb = 0.83 IN J = 0.001IN4 Cw = 1.592IN6 j = 2.9011N x0 = - 2.0841N rO = 2.8051N Ma := Sx Fy .6 Ma = 2094.257 FT L8 Mas := Sx Fy .6 1.33 Mas = 2755.362 FT LB SECTIONAL PROPERTY DETERMINATION FOR Ap =41N Bp = 2.51N Cp = 0.5 IN t = 0.06 IN R = 0.1881N Ad := A-2 Ad = 1.126 IN Ixd := Ix 2 Ixd = 3.046IN4 Sxd := Sx .2 Sxd 1.523IN3 rx = 1.6451N lyd :_ (ly + A xb2) 2 lyd = 1.6961N4 Syd := lBP Syd 0.679IN3 lyd ryd := Ad ryd = 1.2271N Jd = 0.001 IN Cwd = 7.032 IN r0d:= JI& + Iyd2 rOd = 3.487IN4 Mad Sxd Fy .6 Mad = 4188.514 FT LB Roads := Sxd Fv .6 1.33 Mads = 5570.723 FT L3 WHARTON AND ASSOCIATES SINGLE POSTDE-.S1GN FIND ALLOWABLE AXIAL LOAD FOR "C" 'C' Ap = 4 I X Bp= 2.5 IN X IC GA. 1980 AISI MANUAL D`:= Ap B:= Bp d:- Cp Rx:= rx Ry:= ry RO := rO XO := x0 13 ly := 2 FT Ix := 13 FT G:= 11300 KSI K:= 1.0 FIND ALLOWABLE STRESS FOR SECTION n2 E Fet := 2 Fe = 39101.99 PSI I R) l K Y n2 E aex:= 2 aex = 32354.939 PSI IxKRx) 1 at := G J + 11 at = 18924.151 PSI A ROZ n 2ECw ( K lY)2 JJ X02 3 =0.448 R02 Fe2 := 2 1 P 1 (aex + at) - (aex + at)2 - 4 (3 aex at] Fe2 = 13541.237 PSI Fel = 39101.99 PSI Fe := Fe2 Fy 27500 PSI > Fe = 13541.237 PSI TRUE THEREFORE 2 Fn:- Fe2 Fn = 13541.237 PSI FIND EFFECTIVE AREA (Ac) FLANGES: dL :_ (d - R - t) d = 0.5 IN Is := dL 1 — Is = O IfJ' 12 wf:= B -2R -2t wf= 2.005IN d 0.249 < 0.8 wf S:= i.28 iE J Fn wt S = 59.744 > — = 33.417 f S 19.915 3 Fy = 55000 PSI 1 THEREFOR- E 3 r rr 11 1 (—m l wf 1 1) la := if S < L115 S I + SJ I °, 399 - .33J t4 n := if S < , , JJJJt32 kl L4.62- 5 \ d /] ( ) n Ia+. 43 k2:= 5.25 - 5. d wf 1.052 wf. Fn k t E X = 0.376 <.673 k1 = 4.489 k2 = 4.003 k:= if(k2 <k1,k2,k1) THEREFOR- FLANGES ARE FULLY EFFECTIVE E WEB: ww:= D -2R -2t 7: =( 1.052 Fn t ww E X = 0.658 <.673 THEREFORE WEB NOT FULLY EFFECTIVE 22 1 -- pw := pw = 1.011 Ww:= (ww pw) LIPS: dL = 0.2521N k:=.43 1.052 dL Fn 3 t E 0.145 <.673 THEREFORE LIPS ARE FULLY EFFL'CTI VE Ae := A Ae = 0.563 SI A = 0.563IN2 I )I-* 'IERMINA'l'l ON OF Pa on := Ae Fn m:= 1.92 an Pa := — 4C ly - 78 IN Pa = 3972 LB BRACED IN WEAK AXIS AT ly = 78 IN no WHARTON AND ASSOCIATES DESIGN LOADS: ROOF LIVE LOAD RLL:= 20 PSF ROOF DEAD LOAD RDL := 2 PSF MATERIAL SPECIFICATIONS: STEEL - Fy = 55 KSI BOLTS -A -307 QUALITY SCREWS - #12 TEKS CHECK COLUMNS FOR COMBINED ECCENTRIC BENDING AND AXIAL LOADING P:= (FILL + RDL) 5 12-FT 2 P = 1320LB Fy = 55000 PSI e:= xb +.03IN L: =ly d: =Ap Pall := Pa C -3.1.2 LATERAL BUCKLING STRENGTH 'C': Cb := 1.0 Ro , RO n2 E Z r 1 2 r n2 - E-C ]] K ly 1 A Ro (K ly) l Ryll Me := Cb Ro A aey at My:- Sy .6 Fy Me = 3580.583 FT LB My = 757.815 FT LB 2.78 My = 2106.725 FT LB < Me = 3580.583 FT LB THEREFORE Mc := My Sc := Sy Mcl :- if[Me> .5 My, My. l 1 - 4MMe),OJ Mc:- it(Me < .5 My, Me, M\c1) Mn := Sc Si Mn = 717.718 FT LB f):= 1.67 Mn Ma := — Ma = 429.771 FT LB M P e 0.552 Pall Ma P = 1320L-3 1.0 GK Pall = 3972.065 L3 1.92 P ax := 1 - F-7 Y ) _ Sf := Sy Cmx := 1.0 Mx := e P P Cmx Mx 0.581 < 1.0 OK Pall f0a ux USE'C' 4 "X2 1/2 "X16 GAGE UP TO L= 6.5L i UNBRACED IN WEAK AXIS, Ix = 13 FT OVERALL LENGTH q WHARTON AND ASSOCIATES STRUCTURAL CALCULA'T'IONS FOR SLAB SUPPORT OF POSTS ON 5X I2 GRID DESIGN LOADS: LIVE LOAD LL = := PSF 5X10 GRID OK 13Y COMPARISON 20 DEAD LOAD = DL:= 4.PSF PURI-INS ARE AT 5' 0/C AND POSTS ARE AT 10' O /C. THEREFORE.... P:= 5-FT 12 FT (DL + LL) P = 1440LB TYPICAL COLUMN POINT LOAD T'0 SLAB ASSUME: 4" MINIMUM THICKNESS SLAB f'c := 2500 Fv := 2500 2-PSI t:= 4 IN WITII I "c= 2500 PSI (NO SPECIAL INSPECTIO;N) ALLOWABLE SOIL BEARING 1000PSF ASB:= 1000 PSF PLATE IS 3"X3 "X 14GA FIND SHEAR PF.RIMF.TF.R(3 "X3 "X14GA. BASE PLATE): t bo: =4 3+ IN) IN bo =281N CHECK SLAB IN FLEXTURE TO SPREAD LOAD OUT TO 1000 PSF REF: ACI 318.1 -89 BUILDING CODE REOUIREMENTS FOR STRUCTURAL PLAIN CONCRETE COLUMN LOAD IS... P = 1440 LB BASE PLATE IS 3 "X3" A:= 9-IN 2 SLAB ON GRADE IS 4" THICK. I "c =2500 PSI fc = 2500 LOAD FACTOR LL 1.7 + DL 1.4 LF:= LF= 1.65 LL + DL AREA RF.OUIRED FROM SOIL CAPACITY IS... P Areq := ASB Areq = 1.44 FT 2 L:= VrAreq L = 14.41N ANALYSIS ASSUMES FULL DEPTH CRACK IN CONCRETE IN A L = 14.4 IN SQUARE AND DESIGNS REMAINDER AS UN'REINFORCED FOOTING qu := LF ASB qu = 1650PSF L -B-IN 2 qu 2 LBMu := Mu = 186.141 IN — 2 IN PLAN VIEW SECTION t2 1-IN S := S = 2.667IN3 6 Mu-IN fb = 69.803 PSI Fb:= 5.65Ii -c PSI Fb =162.5 PSI > fb= 69.803 PSI OK PL;,N'('IIING SI II]AR: Pu := P LF Pu = 2376 LB P vu := vu = 31.821 PS 2bo1 Vu:= .65 4., %f'C PSI VL; = 130 PSI > vu = 31.821 PSI OK ko WHARTON AND ASSOCIATES DESIGN LOADS: ROOF LIVE LOAD RLL:= 20 PSF ROOF DEAD LOAD RDL = 2 PSF MATERIAL SPECIFICATIONS: ALLOWBRG:= 1000 PSF ALLOWBRG = 1000PSF STEEL - Fy = 50 KSI BOLTS - A -307 QUALITY SCREWS - #12 TEKS SOIL- ALLOWBRG = 1000PSFALLOWABLE BEARING f'c := 2500 CONCRETE - 2500 PSI MINIMUM PERIMETER FOOTING DESIGN: W:= 12 IN D := 12 IN P:- 10 PSF-10-FT + (RLL+ FIDE) .6 FT P = 232 PLF USE W = 12 IN X D = 12 IN FOOTING CONTINUOUS W/(1) #4 TOP AND BOTTOM Areq :- W D .0014 Areq = 0.202IN2 P BEARING := — BEARING = 232 PSF W SLAB DESIGN: USE 4" SLAB W/ k3 @v 24" O/C EAV. CODE MINIMUM REINFORCING ALLOWBRG = 1000PSF OK WHARTON & ASSOCIATES 601 S. MILLIKEN AVE. SUITE Ii ONTARIO, CA 91761 909) 605 -6865 909) 605 -6870 FAX STRUCTURAL CALCULATIONS FOR INTERPOLATING ALLOWABLE ANCHOR PULL -OUT INTERPOLATION 2" EMBEDMENT Xl 2000 X2:= 3000 CONCRETE STRENGTHS Y1 := 450 Y2:= 490 ALLOWABLE TENSION X3:= 2500 r(X3 - Xl) 1 Y3A: =L X2 -Xt (Y2- Yl)J +Y1 Y3A = 470 INTERPOLATION 3 1/2" EMBEDMENT X1 := 2000 X2:= 3000 CONCRETE STRENGTHS Y1 := 910 Y2:= 1005 ALLOWABLE TENSION X3:= 2500 ll Y3B: =r X2 - X1 ( X3 - X1) .(Y2 - Y1)J + Y1LL Y3B = 957.5 INTERPOLATION X1 := 2 X2:= 3.5 Y1 := Y3A Y2:= Y36 X3 := 2.25 2500 PSI CONCRETE EMBEDMENT ALLOWABLE TENSION XI X2 X3 YI Y2 Y3 X3 - X1) Y3:= X2 -Xi ( 1'2 -Y1) +Y1 Y3 = 551.25 :\ .LOWABLETENSIO,N FOR V2" DIAMETER LDT ANCI IOR EMBEDDED 12 " IN 2 >001'SI CO; CRpI I 1l WHARTON AND ASSOCIATES STRUCTURAL CALCULATIONS FOR 29 GA METAL SHEAR WALLS DESIGN LOADS: LL: =20 PSF DL: =2 PSF WIND LOADING q) $0 MPH HORIZONTAL - -> UPLIFT - -> SEISMIC LOADING ZONE 4 TABLE 16 -S TABLE 16 -Q Na := 1.3 Ca:_ .44 Na qs:= 16.4 PSF Ce:= 1.06 Pw:= qs Ce 1.3 Pu := qs Ce .7 TABLE 16 -K 1: =1.0 Pw = 22.599 PSF Pu = 12.169 PSF TABLE 16 -N R:= 4.5 2.5 Ca l V V = 0.318 R DESIGN FOR 50 FT. WIDE BUILDING W /SHEAR WALLS AT 12' O/C H:= 10 FT H W := 50 FTWw := Pw 2 Ww = 112.996 PLF Ws := 4 PSF W + 5 PSF H H) V — + 5 -PSF — Ws = 56.746 PLF 2 2 1.4 NOTE WIND GOVERNS V:= Ww 12 FT V = 1355.952 LB AT EACH SHEARWALL V v: =— v= 27.119 PLF W USE 29 GA. METAL PARTITION ATTACHED TO POSTS WITH (5)FASTENERS PER PANEL AT EACH POST Pall= 80 PLF OK CHECK BASE SHEAR RESISTED BY 1/2'6 TRUBOLT AT -0" 0/C Vb := v 5-FT Vb = 135.595 LB Val] := 1190 LB PER ICBO 1372 ATTACHED CORNER TRACK - - - - -> USE 1" X 3" X 18 GA ATTACH TO METAL PIERS W /SCREWS TOP AND BOTTOM A := .147 SI V F F :_ F = 271.19 LB fa := — fa = 1844.833 PSI LOW OK V A CHECK OVERTURNING Pup:= F Pup = 271.19LB 1101_.D DOAVN 15'fI:ACK SC'R1 AV'Gi) 7O MEI AL PIERS. EXPANSION ANCHORS AT PIER TRACK TO I-DN' 1.5 Pup < Pdn ON J CHECK DIAPHRAGM E:= 29500000 PSI 1: =A (W) 2 DEFLECTION V H 3. 2 V H b:- 420 SI G:- 40000 PSI 6b:= Ss :_ 3 E-1 G b St: =Sb +Ss 8t= 0.0111N OK SEE ATTACHED SHEETS FOR LOAD TABLES, SECTION PROPERTIES OF MEMBERS, AND TYPICAL DETAILS. DESIGN HEADER TO CARRY LATERAL LOAD TO SHEARWALLS :L: = 12 FT Ww = 112.996 PLF WW L2 M:= M = 2033.928 FT LB 8 USE 'U' 4 "X2 1/2" X 16 GAGE HEADER ATOP ALL WALLS Sx :_ .69 IN M fb :_ — fb = 35372.661 PSI < Fb := 33 KSI 1.33Sx Fb = 43890 PSI NOTE THESE CALCULATIONS ARE FOR 5X12 GRID, 5X10 GRID OK BY COMPARISON m LONGITUDINAL OK BY OBSERVATION. LONG NARROW BUILDING WITH CONTINUOUS SHEARWALL AT CENTER AND NUMEROUS TRANSVERSE SHEARWALLS TO RESIST ANY TORSION WHARTON AND ASSOCIATES LONGITUDINAL BUILDING A DESIGN LOADS: ROOF LIVE.......... RLL: =20 PSF REDUCIBLE ROOFDEAD.......... RDL: =2PSF MBTALDECK WIND LOADING a $U MPH HORIZONTAL - -> Pw := 1,06 1.3-16.4-PSF Pw = 22.599 PSF UPLIFT - - - - - -> Pu := 1.06 .7 16.4 PSF Pu = 12.169 PSF SEISMIC LOADING ZONE 4 TABLE 16 -S TABLE 16 -Q TABLE 16 -K TABLE 16 -N Na := 1.3 Ca:-.44-Na 1:= 1.0 R:= 4.5 2.5 Ca I V:= V = 0.318 R LATERAL FORCE AT SHEARWALLS /SEISMIC: L= 130 FT H:= 10 FT DEAD LOAD OF ROOF AND WALLS lW:= 14 PSF 50 FT L + 2 5 PSF 50 FT H ) 2 P:= 14 PSF 50 FT L + 2 5 PSF-50-FT . H 1 V l 2ll 1.4 SHEAR WALL LENGTH IS n I§ P = 6469.048 LB P P:= L p = 49.762 PLF VERY LOW, INTERIOR METAL SHEARWALL OK LATERAL LOAD DUE TO WIND P:= Pw 12 (50 FT) P = 5649.8 LB THERE IS L = 130 FT RESISTING LATERAL LOAD P P:= L p =43.46 PLF VERY LOW, INTERIOR METAL SHEAR WALL OK TORSIONAL FORCES RESISTED BY INTERIOR AND ENDWALLS PERPENDICULAR TO LONGITUDINAL WALL NARROWER BUILDINGS OK BY CONIPAPiSON JA WHARTON AND ASSOCIATES LONGITUDINAL BUILDING B DESIGN LOADS: ROOF LIVE.......... RLL:= 20 ESE REDUCIBLE ROOF DEAD.......... RDL := 2 PSF METAL DECK WIND LOADING @ 80 MPH HORIZONTAL - -> Pw:= 1.06-1.3,16.4 ESE Pw= 22,599 ESE UPLIFT - - - - - - > Pu:= 1.06.716.4PSF Pu= 12.169PSF SEISMIC LOADING ZONE 4 TABLE 16 -S TABLE 16 -0 TABLE 16 -K TABLE 16 -N Na:= 1.3 Ca:= .44 Na 1:- 1.0 R:= 4.5 2.5 Cad V.= V = 0.318 R LATERAL FORCE AT SHEARWALLS /SEISMIC: DEAD LOAD OF ROOF AND WALLS H:= 10 FT W:= ( 4 PSF 50 FT 280 FT + 2 5 PSF 50 FT 2 l W = 58500 LB P:= `4 PSF 50-FT-280-FT + 2.5 PSF 50 FT. H) V P = 13278.571 LB 2 1.4 SHEAR WALL LENGTH IS L:= 280 -FT P P:= — p = 47.423 PEE VERY LOW, INTERIOR METAL SHEARWALL OK L LATERAL LOAD DUE TO WIND P:= Pw l 2 (50 FT) JJ P = 5649.8 LB THERE IS L = 280 FT RESISTING LATERAL LOAD P L p = 20.178 PLF VERY LOW. INTERIOR METAL SIlEAR NVALLOle TORSIONAL FORCES RESISTED HY INIT)"10R AND ENDWALLS PERPENDICULAR TO LONGITUDINAL WALL NARRON-11-R BUILDINGS 01,: 13Y COMPARISON t WHARTON AND ASSOCIATES STRUC1'URALCALCULATIONS FOR 29 GA. SI'RUCI'URALSHEAR WALLS FROM EXAMPLES SUPPLIED IN THE STEEL DECK INSTITUTES DIAPHRAGM DESIGN MANUAL" THE FOLLOWING SHEARWALL, IS ANALYZED FOR STRENGTH. STRENGTH DESIGN: k OF EDGE FASTENERS = ne := 4 N OF STITCH FASTENERS = ns := 0 H OF GIRTS BETWEEN END= no := 2 PANEL LENGTHS (MIN.) = L:= 5 3 FT SUPPORT SPACINGS = Lv := 5 FT ns TEK DIAMETER #12 = d:= .1867 -IN n'= np + 1PANELGAUGE29GA. = t:=.0135-IN STEEL STRENGTH = Fy := 80 KSI PANEL DEPTH = D:=.75-IN MATERIAL: D = 0.75 IN t = 0.0141N Fy = 80 KSI CONNECTIONS: ne = 4 #12 TEKS AT EACH PANEL TO POSTS, AND n = 0 AT SIDELAPS BETWEEN POSTS. d= 0.1871N Lv =5FT CONNECTION STRENGTH: 3IN Of := 1.25 Fy t (1 KSI - 0.005 Fy) KIPS Of = 0.81 KIPS SIDELAPSTRENGTH: KIPS Qs: =115dt Si Qs = 0.29 KIPS Qs as:= — Qf as = 0.358 Lv D.— 12 3 240-IN t i, = 0.866 ns = 0 NUMBER 017 STI'1'('11 FASTENERS IS us = 0 SUMXe := (8 + 3 + 16 + 16) IN SUR4Xe = 481N \N:= 36 IN SUMXe W u 1 = 1.333 yj np = 2 a2:= at ne 4 L = 15 FT Of Su := (2 a1 + np (x2 + ne) L Su = 504 PLF EQ. 2.2 -2 SUMXe2:- 2 (82+ 162 IN SUMXe2= 640IN2 SUMXp2:= SUMXe2 2 np SUMXp2 +4 SUMXe2 OfSu2 := 2 1) + ns as + — L E0.2.2 -4 Su2 = 198.81 PLF 1 B:= ns as + (2 np SUMXp2 + 4 SUMXe2)1 B = 3.951 J ne N: =— W N 2, B2 Su3 := z Of Su3 = 209.289 PLF EQ. 2.2 -5TLzNz ) + (B) Su = 504 PLF Su2 = 198.81 PLF Suf1 := if (Su < Su2, Su, Su2) Su3 = 209.289 PLF Suf := if (Suf1 < SU3 , Suf1 , Su3) USING A FACTOR OF SAFETY OF 2.5 Suf S :_ — ne = 4 #12 TEKS AT EACH PANEL TO POSTS, 2.5 AND n = 0 AT SIDELAPS BETWEEN POSTS. S = 80 PLF Page 12 of 28 INC. -IF ER-5409P ABLE 14 -- ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' 20' -21' "U" PANEL TABLE 15 -- ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' 24'- 25 "'U" PANEL BASE TYPICAL SIDELAP SHEAR SHEAR SHEAR STEEL THICKNESS DECK SPAN' FASTENER' Nu' VALUE "' VALUE?' STIFFNESS' Gepe intlPunelType Itel) SPACING (INCHES) SEISMIC(PLF) VAND(PLF) G'(Yipa p' in ') 29 0.0133 10 @2' -0" 12 11 225 239 5.731 U" Panel 29 0.0133 7 @3' -0" 12 8 156 166 4.913 29 0.0133 5 @4' 4" 12 6 123 131 4.052 29 0.0133 4 @5 =0" 12 5 102 109 3.624 29 0.0133 10 @2' -0" 20 11 212 225 5.731 U" Panel 29 0.0133 7 @3' -0" 20 8 147 156 4.913 29 0.0133 5@4' -0" 20 6 116 123 4.052 29 0.0133 4 @5' -0" 20 5 96 103 3.624 26 0.0176 10 @2 - -0- 12 11 330 351 7.583 26 0.0176 7@3' -0" 12 8 229 243 6.5D7 U" Panel 26 0.0176 5 @4' -0" 12 6 180 191 5.362 26 0.0176 4 @5' -0- 12 5 150 160 4.796 26 0.0176 7'- 4 " -6' -0` 12 2 135 144 1.769 26 0.0176 10 @2' -0- 20 11 311 331 7.5B3 26 0.0176 7 @3' -0" 20 8 215 229 6.501 U" Panel 26 D.0176 5 @4' -0- 20 6 170 18D 5.362 26 0.0176 4 95-0" 20 5 141 150 4196 26 0.0176 7.4- -6-0" 20 2 127 135:. 2.769. ., TABLE 15 -- ALLOWABLE VERTICAL AND HORIZONTAL DIAPHRAGM SHEAR AND SHEAR STIFFNESS' 24'- 25 "'U" PANEL BASE TYPICAL SIDELAP SHEAR SHEAR SHEAR STEEL THICKNESS DECK SPAN' FASTENER' Ne' VALUE " VALUE "' STIFFNESS' Gape InCIPanelType I"I) SPACING (INCHES) SEISMIC(PLF) VAND(PLF) G'(6psp :l 29 0.0133 12 @2' -0- 12 13 222 236 6.877 U" Panel 29 0.0133 8 @3' -0" 12 9 153 163 5.615 29 0.0133 6 @4' -0" 12 7 119 127 4.863 29 0.0133 5 @5' -0" 12 6 98 104 4.530 29 0.0133 12 @2' -0" 20 13 209 222 6.877 U" Panel 29 0.0133 8 @3' -0" 20 9 144 154 5.615 29 0.0133 6@4' -D" 20 7 112 120 4.853 29 0.0133 5 @5 - -0" 20 6 92 98 4.530 26 0.0176 1202' -G" 12 13 325 346 9.1 DD 26 0.0176 8 @3' -0" 12 9 225 239 7.430 U" Panel 26 0.0175 6Q4 - -0" 12 7 175 185 6.435 26 0.0176 5 @5' -D" 12 0" 1aC 153 5.995 25 0.0176 45 -0" 12 5 125 133 1 5.254 26 0.3775 12,2' -0" 20 13 306 325 9.700 26 0.0176 8 @3' -0" 20 9 212 225 7.430 U" Panel 26 0.0176 6 @4' -D" 20 7 165 175 6A35 26 0.01:5 5`5' -G" 20 0 136 144 5 995 25 0.0175 4 @6 D" 20 5 118 125 5.254 Page 15 of 28 Y -0. 6' 6' 1 6' I _ 6' 3 V PµQ PRn HU 9RRRf 1'_ 0' 9. V pun pmr Nlfl 1MTE 9J VW W pun gpRf DO 90M 3' - 0' 2 1/2' V -0• 1'_0• 9 1/2' T pun ffm wmamwe v FIGURE 3 —END SUPPORT AND INTERIOR SUPPORT FASTENER PATTERNS ER - 5409P Mirage vlcElroy Metal, Inc. r- IL V e° -- 4 • . in Feet TOP IN COMPRESSION BOTTOM IN COMPRESSION 1.50 WEIGHT FY I, Se Ma Se Ma GAUGE PSF) KSI) in. ° /ft.) (in.3 /ft.) kip- in. /ft. in. °/ft.) (in s /ft.) kip- in. /ft. 24 1.38 150.0 1 0.1038 0.0808 2.4190 0.0654 1 0.0730 2.1840 1. Section properties are calculated in accordance with the 1986 Edition of the Cold Formed Steel Design Manual. 2. Ix is for deflection determination. 3. Se is for bending. 4. Me is the allowable bending moment. 5. All values are for one foot of panel width. Allowable Uniform Loads (PSF) Noses 1. Rllovvabie uniform loads are based upon equal span lengths. Positive Wind is wind pressure and is increased by 33 L3 %. Negative wind is wind suction or upli9 and is increased ov 33 113°b. 4. Live is trio allowaple live or snwc load. 5. Deflection (1-11.60) is the allewaNe lead that limits fie oanols defelction to L/1 &'1. 6. Deflection (1-17140) is pro alLwablo load that limits the panels dofolction to L240. 7. The w ogh: of no panel rat nc1 i.xn decuneq from the allowable loads. S.:9reb crippling has riot Geer, cnec.ked for me allo ablo loads shoar above. 11 Span in Feet Span Type Load Type 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 7.00 7.50 8.00 8.50 9.OD Single Positive Wind Live 956 717 538 403 344 258 239 179 176 132 134 101 106 80 86 65 71 53 60 45 51 38 44 38 33 29 34 25 30 22 27 20 Deflection (U180) 2688 1134 587 336 272 142 700 73 55 42 33 26 22 18 15 12 Deflection(U240) 2016 851 435 252 159 106 75 54 41 32 25 20 16 13 11 9 2 Span Positive Wind Live 863 647 485 364 311 233 216 162 158 119 121 91 96 72 76 58 64 48 54 40 46 34 40 35 30 26 30 23 27 20 24 18 Deflection(U180) 4080 1721 881 510 321 215 151 110 83 64 50 40 33 27 22 19 Deflection (L/240) 3958 1670 855 495 312 209 147 107 80 62 49 39 32 26 22 18 3Span Positive Wind Live 1079 809 607 455 368 291 270 202 198 149 152 114 120 90 97 73 80 60 67 51 57 43 50 37 43 32 38 28 34 25 30 22 DefleCJan (U180) 4135 1744 893 517 325 218 153 112 64 65 51 47 33 27 23 19 Deflection (U240) 3101 7306 670 388 244 164 115 84 63 48 38 31 25 20 17 74 Positve Wind 1 1007 I 566 I 363 1 252 185 I 142 112 91 75 63 54 46 40 35 31 28 4 Span Live 755 425 272 , 189 139 106 1 •• 84 68 56 47 40 35 30 27 24 21 Deflwjon(U7 SO) 4359 1852 948 1 549 345 I 231 I 153 119 89 1 69 54 1 43 35 29 24 20 Deflectior. (L240) 3292 1399 1 711 1 411 259 174 I 122 89 67 57 40 32 26 22 18 15 Noses 1. Rllovvabie uniform loads are based upon equal span lengths. Positive Wind is wind pressure and is increased by 33 L3 %. Negative wind is wind suction or upli9 and is increased ov 33 113°b. 4. Live is trio allowaple live or snwc load. 5. Deflection (1-11.60) is the allewaNe lead that limits fie oanols defelction to L/1 &'1. 6. Deflection (1-17140) is pro alLwablo load that limits the panels dofolction to L240. 7. The w ogh: of no panel rat nc1 i.xn decuneq from the allowable loads. S.:9reb crippling has riot Geer, cnec.ked for me allo ablo loads shoar above. 11 KX.170 -Roof Deck ConstruCtions F R bop: / /database.ul.com /egi- bin /XYV /template /LISEXT /I FRAME /sh... TGK K.170 Roof Deck Constructions Page Bottom Questions? - Roof Deck Constructions Guide Information Construction No. 170 April 11, 2003 Uplift — Class 60 or 90 (See Item 1) Fire Not Investigated Previous Page 60. of 10 /8/03 11:59 AM XX.170 - Roof Deck Constructions 2 ot? http: / /database.ul.com /cgi- bin /XYV /template/LISEX'f /I FRAME /sh... 1. Metal Roof Deck Panels* — Nominal width 16 in. nominal height at ribs 1 -5/8 in. Panel thickness -for Class 90 to be No. 24 MSG min gauge coated steel; for Class 60 to be No. 26 MSG min gauge coated steel. Panels continuous over two or more spans with no end laps. A bead of sealant may be used at panel side joints. Panels snapped together using a rubber wallet with panel clip (Item No. 2) included in snapping operation. AEP SPAN, DIV OF ASC PROFILES — "Klip -Rib Panel' MCELROY METAL MILL INC — "Mirage" 2. Roof Deck Fasteners* (Panel Clips) — Clips approximately 2 -1/2 in. wide and approximately 8 in. long. Formed to hook over the male side of one panel and to snap into the center rib of the next panel. Clip thickness to be as indicated below. Either type clip may be used with either panel thickness for class indicated in Item No. 1. AEP SPAN, DIV OF ASC PROFILES — "KL -55" , (No. 18 MSG min coated steel), "ICI, -65" (No. 21 MSG rein coated steel). 3. Screws — No. 10 -16 or 10 -24 by 1 in. long phillips wafer head, sell- drilling, sell = tapping, plated steel screws for attaching panel clips (Item 2) to purlins. Two fasteners per clip to be used. 4. Insulation — Any compressible blanket insulation 4 in. max thickness before compression. 5. Purlins — Min thickness 0.71 in. No. 14 MSG (min yield strength) (50.000 psi). Reler to General inlbrnnntion. Rool' Deck COnStrUCtiOnS (Roofing Materials and Systems Directory) fbr dents not evaluated. f3earim the UI_ Classification ivlark v 10/8/03 ! 1:59 AM GKX.170 -Roo rDeck Constructions Page Top UL Listed and Classified Products http: / /database.til.com /egi- bin /XYV /tentplate/I,IS17XT /1 FRAME/sit... Notice of Disclaimer UL Recognised Components Questions? _. Products Certified for Canada This page and all contents are Copyright © 2003 by Underwriters Laboratories Inc.® Previous Page The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow -Up Service. Only those products bearing the UL Mark should be considered to be Listed and covered under UL's Follow -Up Service. Always look for the Mark on the product. UL permits the reproduction of the material contained on UL's Website subject to the following conditions: 1. The Guide Information, Designs and /or Listings (files) must be presented in their entirety and in a non - misleading manner, without any manipulation of the data (or drawings). 2. The statement "Reprinted from the Online Certifications Directory with permission from Underwriters Laboratories Inc." must appear adjacent to the extracted material. In addition, the reprinted material must include a copyright notice in the following format: "Copyright C 2003 Underwriters Laboratories Inc.®" i 0 1 1f1I8iO3 I ;'9 AM Page 12 of 36 TABLE 5A -ZEE SECTIONS 1.2,3,4 SECTION PROPERTIES ER -5409 OP. AXIS X - X AXIS Y - Y D X B1 X B2 SECTION GA WEIGHT AREA Ix Se Rx ly Sy Ry L LB /FT IN' IN' 1W IN IM IW IN IN 3.5X 1.5X 1.5 4X 2.125 X 2.375 6X2.125 X 2.375 7X 2.125 X 2.375 8X 2.125 X 2.375 8 X 2.625 X 2.875 8X 3.125 X 3.375 9X2.125X 2.375 3.5 X 1.5Z 4X 2.5Z 6X2.52 7X2.52 8X 2.5Z 8X3Z B 3.52 9X 2.5Z 16 14 16 14 76 14 13 1216 14 13 12 16 14 13 12 16 14 13 12 16 14 13 12 16 14 13 12 3.58 1.97 2.06 2.57 2.48 3.083.77 4.34 2.68 3.34 4.09 4.71 2.B9 3.60 4.41 5.07 3.10 3.86 4.72 5.43 3.31 4.12 5.04 5.80 3.10 3.86 4.72 5.43 47 58 61 76 73 91 1.11 1.28 79 98 1.20 1.38 B51.06 1.30 1.49 91 1.14 1.391.60 97 1.21 1.48 1.71 91 1.14 1.39 1.60 76 94 1.54 1.97 3.95 5.05 6.13 7.01 5.67 7.25 8.82 10.10 7.78 9.94 12.11 13.67 8.49 10.99 13.56 15.54 8.93 11.45 14.95 17.21 10.31 13.16 16.05 18.39 50 62 72 95 1.23 2.63 2.00 2.29 1.52 2.01 2.47 2.83 1.80 2.41 2.97 3.41 1.85 2.43 3.10 3.79 1.89 2.55 3.20 3.73 2.03 2.84 3.51 4.02 1.38 1.37 1.62 1.61 2.37 2.36 2.35 2.34 2.72 2.72 2.71 2.70 3.07 3.06 3.06 3.05 3.14 3.13 3.12 3.12 3.20 3.19 3.18 3.18 3.413.41 3.40 3.39 38 48 1.12 1.90 1.12 1.40 1.73 2.01 1.12 1.40 1.73 2.01 1.12 1.40 1.73 2.01 1.79 2.24 2.76 3.20 2.67 3.35 4.13 4.77 1.12 1.40 1.73 2.01 19 24 39 48 36 48 59 68 38 48 59 68 38 48 59 68 52 65 60 02 68 85 1.05 1.20 38 48 59 E7 91 91 1.36 1.36 1.24 1.24 1.251.25 1.19 1.19 1.20 1.20 1.15 1.15 1.16 1.16 1.40 1.40 1.41 1.41 1.66 1.66 1.57 1.67 1.11 11 1.12 1.12 74 77 90 92 90 92 95 97 90 92 95 97 90 92 95 97 90 92 9597 90 92 95 97 90 92 95 97 OP. Page 4 of 36 TABLE 3A -CEE SECTIONS' ;2.3,4 R = .1875 SECTION PROPERTIES SECTION AXIS X - X AXIS Y - Y D x B GA WEIGHT AREA Ix Se Rx Sy Ry LIy LB /FF IN' IN- IN4 IN IN' IN3 fN IN 4 X 2 C 16 1.89 56 1.39 68 1.58 34 27 78 14 2.36 69 1.'11 85 1.57 42 33 78 84 87 13 2.89 85 2.06 1.03 1.56 51 41 78 12 3.32 98 2.34 1.17 1.55 59 90 4 X 2.5 C 16 2.06 61 1.5B 69 1.63 55 46 35 77 95 93 14 2.57 76 1.98 90 1.62 68 43 95 75 13 3.14 92 2.39 1.18 1.61 83 53 95 78 12 3.62 1.06 2.72 1.36 1.60 95 81 4 X 4 C 16 2.68 79 1.94 80 1.71 1.71 61 71 95 1.47 84 14 3.34 98 2.49 1.04 1.71 2.12 89 1.47 75 13 4.09 1.20 3.12 1.34 1.69 2.59 1.08 1.47 78 6 X 2.5 C 12 4.71 1.38 3.75 1.60 1.69 2.98 1.25 1.47 81 84 16 2.48 13 4.04 1.19 2.37 64 37 93143.08 91 5.07 1.55 2.36 79 46 93 75 13 3.77 1.11 6.15 2.03 2.35 96 56 78 6X4 C 12 4.34 1.28 7.03 2.34 2.35 1.11 64. 93 93 81 84 16 3.10 91 4.84 1.35 2.50 1.98 76 1.47143.86 1.14 6.18 1.76 2.50 2.46 94 1.47 75 13 4.72 1.39 7.76 2.26 2.49 3.01 1.15 1.47 78 7 X 2.5 C 12 5.43 1.60 9.35 2.69 2.48 3.46 1.33 1.47 81 84 16 2.68 79 5.80 1.47 2.73 67 37 92 14 3.34 98 7.28 1.91 2.72 83 46 75 13 4.09 1.20 8.85 2.50 2.71 1.02 57 92 92 76 7X 4 C 12 4.71 1.38 10.12 2.89 2.70 1.17 65 92 81 84 16 3.31 97 6.85 1.62 2.86 2.09 77 1.46 75144.12 1.21 8.78 2.17 2.87 2.60 96 1.46 13 5.04 1.48 11.03 2.77 2.87 3.18 1.18 1.46 78 8X 2 C 12 5.80 1.71 13.27 3.29 2.86 3.66 1.36 1.46 81 16 2.69 79 7.09 1.76 3.00 41 27 72 84 14 3.34 98 8.78 2.20 2.99 51 34 72 75 13 4.09 1.20 10.68 2.67 2.98 62 41 72 78 8X 2.5C 12 4.71 1.38 12.23 3.06 2.97 73. 47 72 81 84 i6 2.89 E5 7.94 1.75 3.0E 70 38 91 75143.60 1.06 9.98 2.30 2.07 87 47 90 78134.41 1.30 12.14 3.00 3.06 1.05 58 90 12 5.07 1.49 13.90 3.47 3.05 1.22 66 90 81 89 ER -5409 kl9k ICBO Evaluation Service, Inc. SQ; 5360 WORKMAN MILL ROAD • WHI -MER, CALIFORNI.1\ 90601 -2299 A subsidiary corporation ofthe International Conference of Building Officials EVALUATION REPORT ER -5202 Copyright © 1997 IC60 Evaluation Service. Inc. Reissued June 1, 1997 ruing L IE!gory: r-AaItNtn- Screws (056) DARTS"' BRAND SELF- DRILLING/SELF- TAPPING STEEL SCREWS COMPASS INTERNATIONAL POST OFFICE BOX 4876 ANAHEIM, CALIFORNIA 92803 1.11 SUBJECT DART S9 Brand Sztt= 1)rifing/5etf- Tapoing'Steel Screws 2.0 DESCRIPTION 2.1 General: DARTS" Brand screw fasteners are manufactured from heat- treated steel and have a coating consisting of phosphate and /or Electro- plated zinc. Screws are salf- drillingiself- tapping steel screws avail- able in various nominal shank diameters ranging from 0.138 to 0.250 inch (3.51 to 6.35 mn), with nominal shank lengths varying from 711E to 11 1e inches (11.1 to 32 mm) with smooth or knurled shanks. in=_ scr-_'.vs are available in head styles of pan, hex washer head, pancska, flat, water ant buci=_. The sc,=vis eemoly with SAE J78 and AS T IM C 954. Allowable fastener loads are as shown in Table 1. Allowable values are fora single shear wnr.ecdon consisting of r:vo steal r,ee:s of the same mat=_ral type and thickness. Steel sheeets must conform with ASTM A 653 SO Grade 33 with a minimum 33.000 psi (229 MPa) yie!d strangih for mininun uncoated thicknesses of 0.0359 inch and 0.0478 inch (0.91 mm and 111 mm), and Grade 50 with a mini - nun 1-0 .000 psi (345 MPe) yield sz angth for minimum uncoated thicknesses of 0.0747 inch and 0.1046 inch (1.90 mm and 2.66 mm). 2.2 Installalion: DARTS' salf- drilling/self- tapping screw fasteners are installed wi=ut pradrilling holes in the receiving member of the connection. Fasteners of No-4 through No. 10 screw diameter must be installed n a sera':: gun having a minimum tee =d of 2.500 rpm, with 1,30o rpm for fasteners of No. 12 and 114 -inCh screw diameter Incorporat- ing a depC- sanative or torque- limiting nose piece. Installed f2sten - TAEL =1 ALLGWAS ers must protrude through the attached members three full threads beyond the attached members. The connection is for fastening of studs to tracks, studs, truss numbers, or strap bracing cold - formed steel members complying with Section 2230, Division V. of the code. The distance from the center of a fastener to the edge and end of a stud cntrackshall not be less than three times the screw diameter. The minimum edge and end distance from connections subjected to shear force in one direction only may be reduced to 1.5 times the screw diameter in the direction perpendicular to the force. 2.3 Identification: Fastener heads are marked with the Compass International logo as noted in Figure 1. Each box of fasteners has a label bearing the DARTS brand name, fastener description, head style, size, point type, length, quantity, country of origin, IC30 ES avaluaT.ion report ER -5202, and sera's gun RPM recommendation as noted in Figure 2. 3.0 EVIDENCE SUBMITTED Reoor, of shear and tension tests in accordanca with AISI CP92 -1; calculations and product description. 4.0 FINDINGS That the DARTS`5 Brand Self - Drilling /Self -Tapping Steel Screws described in this report comply with the 1994 Uniform, Building Code`, subject to the following conditions: 4.1 Fasteners are installed in accordance with the manufactur- er's instructions and this report. 4.2 Allowable shear and tension values comply with Table 1. 4.3 Allowable loads shall not be increased due to duration of load such as wind or earthquake forces. 1996 Accumulative Supplement: This report is una ecta_d by fhe supple- ment. ibis report is subject to re- examination in two years. SCREW :OA=S:. Gaye of maleAal in cpnuct vnln sc v, 1aad rI Gaw d malarial not in =1=1 -in Tvew Eead 1 r 5'LEL = 7wvC:mnL 4•LE ]M CFXeT3 (,nl C.i[a C,p3{ p.p[][ I p.D[Tf I :ca • p.pTi[ O.c][] p.0]a] I p.,o•[ I p,wEPY, I il.a,l i I I I I W. -..,., hnnI I I ITrl 3c Sn.n i•nfly+ Sns I T..tlm eJpn I Iit51iE0302SC• 1E6 dl 25i Il6 Tn•[r lmalan T.ti[. T•nym 8 0.1, c Si. •2 3il 52 0 nifi i30 10 0.190 I O.Ba I,C a2 I 225 I 611 7 -2 571 757 12 0_' 16 LM So v3 2 3u I ISS I E29 70I I Eia IIt, inch 0.250 0.[60 SC rajj 2t2 123 i?5- lal 52'_ 9a 629 7119 6 I c2 CO 757 iii 5 ?S 319 S20 iafi LIOn cl. 3S1 o. _ . I :.. i c _,. nn I tar = • _5 N. 1 pi = 5.19 tPc. I S:d mcmSm lk]:1 annrem:e S¢:icn SO, A3. of me code. 20 R II p -T.f a 53} Gnd[ ii S.U. Wne = niniaun or 7i:]V0 p[i Pde n :rnp:`. If pA l: p Ln fa -tiSTM n 553 un5c 509.Q..i:n a nninimum of SO,OD] csi;ir:d sca,Pn. A'lo•re,,,,. Ipxp mpasc: tetras: menadT pm.iCo in 4ISI C92.L a Mdnoda :or Mciuni::!y Fostcic'. CoW- Fv;mcd 5:e!Cmnmim:x: Safnr Oeor Eva!::6Ton r tino. z of Icso EYLILC:On s ,vi", IRL. ar::.IUC: Solely i0 pri;vvd, it Or].TC. ^.on !a r_! s A nKIDOC' of IC30. J. ^.!L -1 g ria i.-. jr l:,On b' ^li.t thr r!p Oaf6etrdEviiiml'an repo - or not to be cort'Tr<d _ : cprcte. :i :g act ^ratio,; or any othe eL; *bute not Spec j:r:7y a?^ ^rested rarer c cn cndarsemm: ar r_corr[mrdatinnforucrofthesubje_ repot n Thi.: r:aor. i; oasrd coon irdependen: :cza era other technical dot: s:hr;ti:<d Fir thr appliaen:, iFie ICn "O ETcivaiors Sc.- vice. :nc. :rcrnice ?s`^F.er rtvie Wed J:e I= rcx=1 andlor ofhrr data, but doe ror po::es ir:t Jca:T :e to makr s: i:dep e:d<at ir: fca:io¢ .Thor i .no .an arvy bra 1CB0 Evcl__.nn Sa^vice, Inc., Crprrss or 'pried, as to any 'Srindirt-" ar outer manor o: the r nor, or as to any product covered by 11ir repot 7hi d reL:iner inc!udes. fut c not iFm.i:<d :o, mercha =LULry, Page 1 of 2 S ICBO Evaluation Service, Inc. 6360 WORKMAN MILL ROAD • WHITTIER, CALJFORNIA 90501 -2299 Asuhsidiarycorporarion 01 the International Conference 01 Building 0`iciais EVALUATION REPORT ER -1372CopyrighlC1999ICBOEvaluationService, Inc. Re /ssued March Y, Y g9g Filing Category: FASTENERS -- Concrete and Masonry Anchors (066) ITW RAMSET/RED HEAD SELF - DRILLING, TRUBOLTWEDGE, AND MULTI-SET II CONCRETE ANCHORSrrWRAMSET/RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1.0 SUBJECT ITW Ramset/Red Head Self- Drilling, Trubolt Wedge, andMulti -Set II Concrete Anchors. 2.0 DESCRIPTION 2.1 r W Ramset/Red Head Self - Drilling Anchor. 2.1.1 General: The fTW Ramset/Red Head anchor is a self - drilling concrete expansion shell anchor with a single cone ex- pander. Both elements are made from heat- trsated steel. The steel for the body conforms to AISI C-12LI 4, and the steel forthepluoconforms10AISIC -1010. The anchor has eight sharpteethatoneendandisthreadedinternallyattheotherend. The outer surface of the tubular shell at the toothed end hasannularbroachinggroovesandfourmilledslits. At itsthreaaedend, the anchor is provided with an unthreaded chucking cone that has an annular break-off groove at itsbaseforflushmounting. Anchor shell and expander cone are electrodeoosit zinc and chromate-plate-d. 2.1.2 Installation: Embedment. spacing, edge distance, and concrete requirements are shown in Tables 1 and 2. The anchors are installed by a Model 747 Roto-Slop Hammer, byairorefectricimpacthammer, or by hand. The anchoris usedasadrillinformingtheholeinnormal- weight concrete. Aftertheholeisformed, the anchor must be removed and the hole thorougn!v cleaned. The hole depth is reoulated by the drill chuck. A n'ed Head pfug must be set int-c the bcttcn. of the a-1- chor pnor to insertion in the note. The concrete anchor mustbedrivenovertheplug, to cause expansion of the anchor in the hole. The chucking end Of the anchor is broken o'f with ahammero!ow. Verification that ine anchor has been installed prcpedy is evidenced by the facf that the anc:;or does not 710*1 above the sunace of the concrete and the red p!ug isvisibleatthebottomofthehole. 2.2 ITW Ramset/Red Head Trubolt Wedoe Anchor: 2i1 G_neral: Tne Tnraelt l'Jed ^ye anchar is a stud bolt r,•pedfd.r-.o n anchor- Lhe ar.^ors are ... cold -fomeg r maC ^. ,, ^ed f'on zinc - plated end carcmt iod cro st l. ht - d - oicpeacaivanae_ zarbcn steel or stainless s eel. Steel used to proocca :n= ancncrs ^mpfies witn AISI V -iDiS t0 AISI G i 022 and AISI 1212 co ,gn steels. Ty_ -_- 30< of Tame :16 staniess steels. "01- d;gpec owvariztng ccnoiies with AS_ 153 Class C re- quireme.nis. The exca^,der sleeves are fah _ slab from stainlesss:eel cr m' Don steel m&eii,-to me re-yuire- rherlts of Type 302 or AISI C- i 0 i 0. tesoac ;ive!v. Cg!d- fc. ^,ed anchor studs are available only for the 1/4- inch -, 3 /a- inch -. 1/2- inch -, 5 /8- inch - and 3/4 -inch- diameter (6.4, 9.5, 12,7, 15.9 and 19.1 mm) wedge anchors. The anchor stud is threaded at its upper end and has a straight cylindrical section reducedindiameter, around which the expander sleeve is formed. A straight - tapered section enlarging to a cylindrical base ape toIncreasethediameteroftheexpanderringasthestudistight- ened in the concrete hold. The expander ring, which is fomec around the stud bolt, consists of a split -ring element with a mined" groove at each end. The expander ring is designed to engage the walls of the concrete hold as the tapered pon!gnOfthestudisforcedupwardagainstitsinterior. 22.2 Installation: Embedment, spacing, edoe distance, and concrete requirements are shown in Tables 3. 4, 5 and10. Holes must be predrilled in normal- weight or lidhtweitint concrete with carbide- tipped masonry drill bits manufactured within the range of the maximum ano minimum drill tip dimen- sions of ANSI 8212.15 -1994. The anchors must be installedinholesthesamenominalsizeastheanchorsize, with a greater depth than the length of embedment desired, but nolessthantheminimumembedment. The hole must be cleaned out prior to installation of the anchor. The anchor must be tapped into the hole to the embedment depth desirea, bui no less than the minimum embedment. A standard hexao- onel nut and washer must be used over the material beingfastenedandthenuttighteneduntiltheminimuminstallation torque, as indicated in Tables 3 and 10, is reached. 23 ITW Ramset/Red Head Multi -Set II Anchor: 23.1 General: The Multi -Set anchors are designed to be installed in a predrilled hole equal to the anchor diameter. Theanchorconsistsofashellfomegfromcarbonsteelorstain- less steel meeting the minimum requirements of AISI C -1213orType304, respectively, and an expansion plug formed from zmon steel or stainless steel meeting the minimum require- ments of AISI C -1010 or Type 303, respectively. The expan- sion end !s divided into four equal segments by radial slots. The expansion plug is preassemoled and is cylindrical insssection. 2.2 !nstallaticn: cmdecmen ;. _ --- and concrete distance. requirements are shown in Tables S. 7 and 9iolasmus: be, rt= driller- in normal- w_i_`t orli ;h,,veight co. ;- C-ete with carbide - tipped masonry drill bits manufactured wtnir, the range of the maximum and minimum drill :Ip dimen- sions of ANSI 3212.15 -t 994. The anchors must be installed in predrilfed holes. the hole deotn and diameter for each an- chor size being listed in Tables 6. 7 and S. After the hole isdolled, if is cleared of all cuttings.ne ancnc; is set by instal- 1,ng ine ex ;ansion shell and ;,fen driving the done expander with a setting tool provided with each anchor size When the vair,:;tja.n rrpom of 1CUOcveiucnnn Scrncc. Inc_ err- uruec rnielr to rovidc ran ormacan rairn,xrrd.= vduer r. rcoorn err nor ra ti<ca:un -.+cd ar .-cnm corn aes:itrr.'_s oran wirrr Amcmhr. -s ofICJO. .v{rnr rodr upon .nicn the report a=:iun 1pr esr qi the rnn!<u repo ^. 5 ar+ri$mer nor :prcifirai7radt:: rstrd nor cr en rndortmem rrrrrrammrm ' `+ T+ir :pe, -rC a ca aeon i+: rpendrnrre :torn :ncrrrerrirai date rnnmi -.rdhr rnrappLjc.t iI,1CB0Evaianrion . jernce icc.. rrvirwrd rhrrnrrenducondignarncrdacbutdac.no+anyscrrtct /ar.'cdes to mcir cn indrarndent renJrradar.. ihr. -ran rtn .c;rcu -v r. rvccuri.nnii<?at roonr",= indinr'brotntr moat: +mire rr 1050_ r.vian Jrrvice.tnc_cnre :rootarc;mary procuet eaverrdbrtae rc>or.. Thiodix iL!mcr inr-+d- uyc C UT r ER -1372 cone expander is drivers down into the anchor, the legs of theshellexpand. 4.0 FINDINGS ' 2.4 Design: That the ITW Ramset/Red Head fasteners described in Allowable static loads are as set forth in Tables 1, 3, 6, 9 andAll Allowable loads for anchors this report comply with the 1957 Uniform BuildingCoda'°, subjez. to the following conditions: subjected to combined shearandtensionforcesaredeterminedbythefollowing 4.7 Anchor sizes, dimensions and Installation areequation: set forth In this report. as Ps/P)513 r (VS/V 513 1 4.2 Allowable shear and tension loads are as set forth where: In Section 2.4. ps = Applied service tension load. 4.3 Calculations justifying that the applied loads com- ply with this report are submitted Pi = Allowable service tension to the building of- ficial for approval. load. Vs : = Applied service shear load. 4.4 Special inspection is provided as set forth in Sec - lion 2.5. It = Allowable service shear load. 4.5 Anchors are limited to installation in untrackedTheanchors Sources of such loads inc ER -1372 TABLE 2- RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSET /RED HEAD SELF- DRILLING ANCHORI uc::cBlvnDN Min. All.wsbse Edge Distanceinches) Load Factor Applied 0.651., Tension 0,751.r Sheer Edge Dlalnnce BOLTDIAMETER 1 ANCHOR MIN. EMBEDMENT Requl,ed in Dalai. M... liMET 211 /IG UTAMEIER DE PIH Working Load 23/14 811116 pnchl inchee i aches) 511/16 1 32 '/ 115 /I(. 3/A Shear y /Ib 17/32 211 /ILlh 475 2 11 /IS 21/32 39/1!. 5/R 880 1 r/32 215/32 43/N3/ 5.935 7 3114 511 /IL For SI: I inch = 25.4 mm. 4.205 88,445 1 Lincar interpolation may he used Inc intermediate Spacing and edge distances. uc::cBlvnDN Min. All.wsbse Edge Distanceinches) Load Factor Applied 0.651., Tension 0,751.r Sheer Spadn9Re4ui,ed 1. Oblsln Me., Working LoadInches) Min, Allowable Spacing Bel.acn Anch.n inches) Load Feelor Applied 0.951." Tension 0]0 for Shea, 1 37/2 115/16 13 /q 53 /q 211 /IG 113/16 71 /A 39/Is 23/14 811116 43/q 27/A 113/q 511/16 TABLE 3-ITW RAMSET /RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLF SHFAR 7d SR it lb1 =4.45 N. The tabulated shear and tensile values are for anchors insulted in stone- aggre¢ate concrete having the designated ultimate compressive strength at the time of installation. The holes are drilled with bits complving with ANSI 6212.15 -1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickn", is I lh, times the embedment depth, or the embedment depth Pius three times the anchor diameter, whichever is greater. 5Allowabie static loads may he increased one -third for earthquake or wind resisuacc in accordance with Section 1672.13 of the code. No further increase is allowed. hThe anchors are illustrated as follows: 2 ANCHOR IINSTALLATION EEMBEDMENT W Tension T I 2,090 psi / Sheer I Tension e =4,000 ,ip I Sheer I Tension I'e =,,000 psi Shear With wwith.N With WWithout 475 2240 3350 355 7790 880 11.. 1.215 22,405 2.530 55.935 2.180 44,790 2,650 66,130 4.205 88,445 lb1 =4.45 N. The tabulated shear and tensile values are for anchors insulted in stone- aggre¢ate concrete having the designated ultimate compressive strength at the time of installation. The holes are drilled with bits complving with ANSI 6212.15 -1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickn", is I lh, times the embedment depth, or the embedment depth Pius three times the anchor diameter, whichever is greater. 5Allowabie static loads may he increased one -third for earthquake or wind resisuacc in accordance with Section 1672.13 of the code. No further increase is allowed. hThe anchors are illustrated as follows: 2 rage 4 of 7 TABLE 4— RECOMMENDED SPACING AND EDGE DISTANCE cop.'= ;,E; ^I; FOR ITW RAMSET/RED HEAD TRUBOLT LOADSv SHEAR LOADS WEDGE ANCHORSI WEDGE ANCHORS? ESCRllmorl Edge 01.nq YIR AlIOraPI. Ee DI ETER dBEDMEM of .ln Mat WOE 01id^q SpW R.PUlnd to llncFral I g taW LnW Fanlor OPWn ai cawing I11411/ 8 rrclral APd4d.0.66 InPh.al Appnw. 03o IInw.1 113/16I 2 115/16 1 315/16 lS.. Fl T+n 21 (Sw Figun 21 11/ 8 15 /8 13/16 37I3316 115J16 23 25J g 15/16 5114 8 I 4 3 ii /z 6I1/2 1 3 112 66 5114 41/8 315/ 31/86 92 737/8 1 /2 6 41/2 I 6 61/16y/ g V1, 413/ 21/4 9 51 1eI 37/ 6 27116 31/ 6 3/, 71/2 5518 1/16213/ 7 ,116 413/16 311 515 16 111/, 711/16 I 65/8 16 2? /g 113 /8 WA 2 /, 10 711 21/2 I 9151167/8 33/ 915 /m I 3114 15 4t/_ 4I61Q 6 %1 316 13%8 11/4 8 6 3111 I 121/2I 41/2 771 3 12 14 / , 948 7318I 3 116 133/4 11/ 2 71/8 39/ 16 I 14314 I EA -1 372 Sp.cing B.n...n Ansonpncn.al lid - 0. APdl.tl. Q,]a 2 115116 15/8 25/s3 3 31516 31A 5 71/2 51/ 16 14114 1 102 95/8g 414 16 191/4 g51B For SI:l inch =25.4 turn. 71/2 3214 IS i7V2 iLinear interpolation may be used for intermdiatt spacing and edge dinanr..s_ 2Spacings and edge distances shall be divided by 0.75 when anchors are plated in structural lightweight concrete in accordanrr with Table 10. a TABLE 5— .RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FORFOR117WRAMSET/RED HEAD TRUBOLT SHEAR LOADSWEDGEANCHORS? DESCRIRIOH Edge ol..n YI (EI) R.oulrw tP Oladna at Which 8tir Eta MDR dSEDMEHT Obtain Maz Il a Low FanorWonsngloatlAPpPw. e.w Olannq n Wh1Ph IfM Lad F.na p.dn MIr Illorabl. Sanng OIAYETERIlncfr.l DEPiH1lnnrq flnnral pnwa 1 Appnw. 03o IInw.1 R.PVl.ae tP Obnln We APR\Pn 1 r ills lS.. Fl T+n 21 (Sw Figun 21 S.. Flgan 21 W btl Lrn.al Lao F.na Jilll 115J16 I 115116 15'16 I N/A 315 /16 oNlw.o.4 a 8 I 11/2 23/8 N/A I 371 8 I 113/16 1 3 I 334 13 I N/A I 5114 2512I2143151 1 /2 6 I 3 3, 41/8 I 55115 I - Page 5 of 7 TA13LE 6--4TW RAMSET/gED HEAD MULTI -SET 11 ANCHOR ALLOWABLE SHEAR AND TENSION VALUES oundsI iP )t. =.ds r I DIAMEETP I DIAU w I MINIMUM r r_t000w T•won Nfrn Shv WIMwe ra•1 Sp.cdal alonT In•R•cuon 420 210 270 145 375 I 790 825 415 1.145 375 685 I 1.860 ER -1372 r'. a.1. o Edg• DIal.no um a Edna DMwa o wMh WIMOVt Spaoal'•nuonSP.ri.1 DEPTHInen••1 ro•nlwrs In•pamon 590 295 950 475 1.460 I 730 160 r - 11-080 ER -1372 For SI: 1 inch =25.4, 7.185 I,92D I 3.065 I IS30 I 1.215aIlhf =4.45 N, 1 psi =6.89 kpaThe Vaumavc shcarandlaLtdl fvzlues arc (or anchors installed in stone - aggregate conere=having the dcsignalcd uhimatceomplusivesucng thatthedmeofinstalladorLValueshavebcrntabulated (or both ASTM A 307 and A 449 bolts insra led with the dcvim2ThcholesarcdrilledwithbitscomplyingwithANSIB212.15 -1994. The bit diamc;a eauaLs the anchor diarncren3T}=sc minimum colors K applicable only when the anchors as installed wish special inspctdon as set forth in Secdon 2S. Thc rnchors A ennmT7e dd A,foll is 11/2 dines the embedment depth, or the embedment depth plus tbrce times the anchor diamettr, whicheve, is g and,. SThc anchors ut illustrzrcd az follows: mm TABLE 7— RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR rM RAMSET/RED HEAD MULTI -SETII ANCHOR1I , ETERL DIAV EMB EDM Edg• DIal.no um a Edna DMwa o Swdn LN1on 0x1 ncEnl 1/, 318 DEPTHInen••1 Webnn g w Pnd»al w1e, Worpn Le ow Lueaaoil. e 026 SG•r =•I p•p.l D.]D for Snw by In.pwlor Impglon shut 300 I 745 I 375 I 325 - 62? 360 780 I 465 875 2.075 I 1.035 I 600 385 I 2755 1.375 ;910 I 4 '-q 4 For SI: 1 inch =25.4, 7.185 I,92D I 3.065 I IS30 I 1.215aIlhf =4.45 N, 1 psi =6.89 kpaThe Vaumavc shcarandlaLtdl fvzlues arc (or anchors installed in stone - aggregate conere=having the dcsignalcd uhimatceomplusivesucng thatthedmeofinstalladorLValueshavebcrntabulated (or both ASTM A 307 and A 449 bolts insra led with the dcvim2ThcholesarcdrilledwithbitscomplyingwithANSIB212.15 -1994. The bit diamc;a eauaLs the anchor diarncren3T}=sc minimum colors K applicable only when the anchors as installed wish special inspctdon as set forth in Secdon 2S. Thc rnchors A ennmT7e dd A,foll is 11/2 dines the embedment depth, or the embedment depth plus tbrce times the anchor diamettr, whicheve, is g and,. SThc anchors ut illustrzrcd az follows: mm TABLE 7— RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR rM RAMSET/RED HEAD MULTI -SETII ANCHOR1I , ETERL DIAV EMB EDM Edg• DIal.no um a Edna DMwa o Swdn MIM Allowao4 SwcmgB A uDIAM 0x1 ncEnl 1/, 318 DEPTHInen••1 Webnn g w Pnd»al Im .a lpa T •n•lon Worpn Le ow Lueaaoil. e 026 Black White I D.]D for Snw UrTVq ly Lnuon as Iv SM•r Isis 27/8 I 2 I I// 2 5/2 2 I 171114 I 511. ly I p/s5/8 218 9<91/, I q3/2 F 7 I 4 '-q 4 l I 2112 s I 23116 I 83/6 31A For SI: 1 inch = 254mm, I d3 /Ia I SS /8 213/16 I 13/16 i 43/ 8 1 Linear in=rpoladon may be used for intern SCSI /, 114< i27 II <12 55/ a Spacings and edge di5tanr.3 shall be divided spacing and edge distances 511 <o 27< 152 13 305 <; LA by 0.75 when anchors are placed in StTUenrral I6 < 6 /2 140<152 13<14 14 330<366 K lightweight cones= in acordanc with Table 9. 152 < 165 TABLE 8— LENGTH IDENTIFICATION CODES 2 I LENGTH OF ANCHOR A CODE I fl' l I Ie1m1 I LENGTH OF ANCHOR Black White 11/2 c 2 CODE Red 21<21/22/2 <3 5X63 63c76 8<81/, 91/2<9 203 <216 C -. -n 3<31/2 76<fi9 9<91/, 216<"+?9 F BiUt I 4 '-q 4 89 < 102 19 /2 < 10 2 -9 <241 241 < 254 G P=lc 1 41 /, < 5 102 < 114 FN 10 < 1 I 54 < 267 emwn SCSI /, 114< i27 II <12 267<305 Ccange 511 <o 27< 152 13 305 <; LA I6 < 6 /2 140<152 13<14 14 330<366 K N/A 6•/,7 152 < 165 15 366 < 381 N/A 71< -11 65 <!7g I5 <16 38I c4% M I N/A 2 7, <5 178 < 191 K, 16 < 17 406 <432 91<203 2: 17<!8 432<457 18<!9 457<483 2 Page 6 of 7 EA -1372 TABLE 9 - I - RAMSET/REO HEAD MULTI -SET II ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounda)%ZA I l6 2730 1.375 1,460 For SI: finch = 25.4 tnm I Ibf = 4.45 N, I sl _ 6.89 kpa. 3,945 2043 1.022 2280 The mbulaudshea; and tcrsilc value" are(oranchOm installed in stn _ lation. Value" have been tabulated for both ASTM A 307 and A 449 bolrsnins[ a0edt con r ethe device. the d-iTheholesarcd:;Lcd with bit, complying with ANSI B212-15-1994. llnc bit diWI d equals the anchor diame uld tncompnssivc sucngthatthcdmeo(iruul- 41nsmc [ ccuhon value' are applicable only when the anchors are installed with special impec,ion as sec forth in Section 2S. 41nstalla[ion details arc in Figure 3. Spacing and edge distances are in Table 7 as modified by Footnote 2. TABLE 10—M RAMSETIRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)%Z4 LIGHTWEIGHT CONCRETE I LOWER FLARE OF STEEL DECKCONCr, . agm o.l Wril1 LIGMWEI M . r ROUE DEPTi15 1 WIN Sp.o.11 UGHr7nHrr cONCgErE LDWERFLIff OF SrEELOECKWrrH YIMYUY I wVnlm I r 3'ede R.I Lb(H Err CONCRETE FILL BOLT D3aYETER ANCNOq pl,YR EY6EOYENi 11/2 7 Wm 2 5 r'r- anoR.l Inchl ln l DE THS WM $R.Cl.1 Wle. s I T.rubn j 475I llnttw Ft I uR.W Omr I++ +walm s W WINwi5AC 1 450 710 965 O n.p.plon I 590 655 iq aS2 1.105 sn. I 833 a B 2 1,020 510 600 I 417 1.105 3/4 8 21/2 IS70 785 1,410 800 `00 1.235 L610 1 33/ 1,490 745 2610 1,490 I 7a3l627301.375 1,460 For SI: finch = 25.4 tnm I Ibf = 4.45 N, I sl _ 6.89 kpa. 3,945 2043 1.022 2280 The mbulaudshea; and tcrsilc value" are(oranchOm installed in stn _ lation. Value" have been tabulated for both ASTM A 307 and A 449 bolrsnins[ a0edt con r ethe device. the d-iTheholesarcd:;Lcd with bit, complying with ANSI B212-15-1994. llnc bit diWI d equals the anchor diame uld tncompnssivc sucngthatthcdmeo(iruul- 41nsmc [ ccuhon value' are applicable only when the anchors are installed with special impec,ion as sec forth in Section 2S. 41nstalla[ion details arc in Figure 3. Spacing and edge distances are in Table 7 as modified by Footnote 2. TABLE 10—M RAMSETIRED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)%Z4 LIGHTWEIGHT CONCRETE I LOWER FLARE OF STEEL DECKCONCr, . agm o.l Wril1 LIGMWEI M . r ROUE DEPTi15 1 WIN Sp.o.11 1.A gn I wVnlm I YnN grl.l Wn S l V . st- 11/2 I 2 5 s25 U 55 3 I 367 9301.060 475I 737I 790 21/4 900 450 710 335 I OIwAI590655 iq425 1Ls3hD. 4D5 b 1..730 i2l 0 600 I 1.655 3f 1.500 75 1.2D0 L610 S 1,490 745 1.180 590 73 31 /a 232D 1'S I B22 1375 1.790 895 2.285 5 /4 " 1.112 3.150 1.460 0 2.220ForSI: I inch = 25.4 mm. I 3.980 1.760 880 N7Apsi = 6.89 kPa I !b(= 4.45 N. N/A =Nat applicable The tabulated shear and tcruile values are for anchors installed in strut The holes a Billed with bits complyirg with ANSI B212.I5-1994. The hi[ diameter equals the anchor diameter. rural lightweight concretete having the designated comppre strength at the time of innalla[ion. I, stallac on ocuils a Figure 3I Spacing and[edgcnd iLinces installed ablesh4 special S as mooificd by Footnote 2 ec[ion 2S. Self -Drills S ;boli size) Trubolt Wedye Anchors S S1 Canyon Sleet (anchor sizeMulti-set II length) RMtiaroon Steel (boll size) FIGURE 1— IDEN_11MCATION SYMBOLS FOR THE VARIOUS ANCHORS Z yc I ul / 1.00 0.60 020 E2 E7 E FIGURE 2—LOAD FACTORS FOR TRU13OLT WEDGE ANCHORSHEARLOADSATREDUCEDEDGEDISTANCES (See also Table 5) 7• CLR. N1N. MUL71SET it \ G.R. WN. 7RU90LT UaNTWEIGHT CONCRETE ONLY ER -1 372 7 CLR NIN. NULT7.SET H TRUBOLT 1 E 1l E WN. DES YW. W" UGHTWEIGHT CONGTLTE FILL E • DS7TH of `- NaEGMENT F¢ 57: ! ins 25.4 FIGURE 3— i ^nUBOLT AND LIULTI$c`I Ii ANCF:OP.S If: LIGHTWEIGHT CONC'1 . is • __ AND STE EL DECK WITH LIGHTWEIGHT COp.,c JLi'E =1t1. (!. =3.000 uei • 000 psi) ? ICBO merican NOEvaluationService, Inc. AccrediledbylaiNationalStandar ds Insulute 5360 WORKMAN MILL ROAD . WHITTIER, CALIFORNIA 90601 -2299 A subsidiary Corporation of the International Conference of Building Officials EVALUATION REPORT ER -4627 Copyright ic, 2001 ICBO Evaluation Service, Inc. Reissued February 1, 2001 Filing Category: FASTENERS — Concrete and Masonry Anchors (066) KWIK BOLT -II AND POST NUT KWIK BOLT -II CONCRETE ANCHORS HILTI, INC. 5400 SOUTH 122ND EAST AVENUE TULSA, OKLAHOMA 74146 1.0 SUBJECT Kwik Bolt-11 and Post Nut Kwik Bolt -II Concrete Anchors. 2.0 DESCRIPTION 2.1 Kwik Bolt -11: Kwik Bolt -11 (KB -11) concrete anchors consist of a stud, wedge, nutand 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 -11 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 -11 has a thread length equal to or less than three bolt diameters, while a long threaded KS -11 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 ofthe 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 accent a threaded post nut with an outside diameter eaual to the nomi- nal diameter of the stud. The post nut has a countersunk - head confiauration..Allowabie 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 Ficure 2. 2.3 Installation: 2.3.1 Kwik Bolt -II: Holes are drilled into the concrete using carbide -booed masonry drill bits complying with ANSI E'212.15-1994. The drill bit diameter must be the same as that of the anchors. The driiled holes must exceed thedeoth o; 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 -It: Holes are drilled into the con- crete using carbide - tipped masonry drill bits complying with ANSI B212.15 -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 anchor di- 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 areas 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)513 + (Vs / Vt)513 < 1 where. Ps applied service tension load. Pt allowable service tension load. Vs 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, :he name of the quality control agency (Underwriters Laboratories Inc.) and the ICBO ES reoort numhor acan 1=F Er 'r.Lrnrinu..pnnsn(ICB0Er,luwinn Srrrirr. Ire, nrr icnrra5trlrl- rnpruridrinfarrnnrinn w llacc ;t rnen,hee,nf7C11(1, ariii -iqg rhr ends upon n•hi,h the rtymrt i.r hnx' rl, frallrn ri url: ap nn, mrn orr ohrrrr:..uvrdr.srr•nrrrenting nradvairs urngr urhrn'nmiinnro nor eproifirullr nr /drvaxrd our n.v mrrnr!e up... I. or'rrrnnunen- dminn tin um, rj rhr suhlr:v report. Vd, t eprn is ha rd ,pnu indrpnulrm rrrr.r nr Whe:':rt'hnh,d dwv suh nrinrd hi' the applirnnr. 7'Im It'll() Ernlunrinn Srn'ire. Jae., le, h nu0 scarf hav ....... d rh r lest r.tadn. and /nr wherdnrc. hurl,,,!... pnrcu rrrY fnriliri < ;. ra na+hrnrr independrnrrrr ifi. nrimr.Thrr'ri.annvu'ramrhrI(Ih) E, aluariun Sv, vwe. Inc.• njrv,,s nr hnplird, ni ro a.: I. • f lading -,, whe, nrn::erin Jrr rrpnr. or uc m mn' pr ndurr raveled np rherrinv2 IIIi, dirrinimrr in, hr d, I. but it nat lirniled ro, mrrohunmhi7irv. Page 1 of 5 1 Page 2 of 5 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 Code'"', 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 shearvalues 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. ER -4627 member, and anchors subjected to seismic loads, wind loads or moving loads. 4.6 Allowable tension and shearvaluesforKwikBolt -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 33113 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 nonfire- 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. 4.5 Anchors are limited to installation in untracked 4,10 Anchors are manufactured by Hilti, Inc., at 5400concrete. Cracking occurs where fr z fr due to South 122nd East Avenue, Tulsa, Oklahoma, withserviceloadsordeformations. Examples of when cracking may occur include, but are not limited to quality control inspections by Underwriters Labo- quality es Inc. (AA -668). anchor location in tension zone as the concrete member, anchor location in settling a concrete This report is subject to re- examination in two years. TABLE 1— INSTALLATION SPECIFICATIONS SETTING DETAILS ANCHOR SIZE 114 inch aleincM1 hunch slainch 314 inch Iinch Drell bit size = anchor diameter (inches) 1/a N tb y a 1 Depth of embedment (minimum /standard)(inches) 11 /y 2 13 1s 2112 21 /4 3111 2314 4 31/4 44/4 41/2 6 Wedge clearance hole (inches! 5/16 IG 4/Ib 11/16 13/16 11 /g Anchor length (minJmax.) (inches) 11/4 4V2 1 /g 7 21/4 7 342 10 41/2 12 6 12 Thread length std. /extra [head length (inches) 1/4 3 T /rt 4 11/4 4 11 /, 41i, 11h 41/2 21/4 41/2 Installation: Torque guide values( ft. lb.) stainless steel Carbon steel: Min, embedment Carbon steel: Std. embedment 447 2020 25 30 3045 757595 150150225 200200325 Min, base material thickness (inches) 3 or 1.3 x embedment depth. whichever is erecter For sl: I inch = 25.4 mm. I Ibf = 4.45 N. I Installation torques are applicable for all anchor installations unless noted othenvise in this report. TABLE 2— ANCHOR SPACING AND EDGE DISTANCE REQUIREMENTS, NORMAL - WEIGHT CONCRETE1,2,3,4,5,e,7 DESCRIPTION I ANCHOR SIZE l4 inen I +ft turn le ncl 314 inert 1 Inch EnheSd•' r m em: m inimunvstandard (inches) i%, • a 4 3 41/, a I Shae^C:eyL„Ld:00=IlmaS::nnu oOrkl:la hlJdondicsl 11: l 2, I p/ j 9112 9 12 s.. M n illu,n a!!nwvblc soacinu bnwccr anc!mrs (went s) 1'/, 2 I `/s = 1/2 2I /4 1, a 4 I/4 4 ?14 411, 6 A f,; iid•_e distm;cc :cquircd In ohtnin ntasintu:n wOi:ine load (inches) shearlbnswn 3 ?/Y1 ?/a s 4 v -' x21/2 3'4 i?/ a3 ?/p 6'ra51/4 I/ R aa1 /s S /4b 94f 44'!s 9 ?/471 /x 131126 ?/a I13 /29 Afndn Minimum 00"'3b1c' edge• dISIDnCe (ire[[[! ) Chem a a 21/ Y - . Ii, 3 /s s y 114 4 6 46 nor m; I ,nett -- C i ;tin:. i Ili -= 445 N. 1 Data in In, able and tilt I:wtnoles apply to all anciulrs covered in d;it repon. H'L•cn using AL...,, fur a load :!!at i >.dre;:% Irducc Ibc ali'mal,lc load bq i0 pnccnt. Winn using 41,,,., 1'w a load :ha: is tension, reduce rile :dlowable load by ill p -r ... v ai`et.S ilid ./f nfandlors „:d, actual embedmetna bmDaccn the listed enlbc•dments use linear inanpoladon. 5Foi S and AP nl'mtchop, whh cnlhcdnunts gala flian du' dccpcst trillw invnt limed iu thin table use the value fur the [tugged embedment listed. When uslnc Smw reduce rile allowable. tension load by 30 pe;ccm. 7,,V1Ien using. -Snin. rcducc the :dlowallic shca; load by 30 percent. 21 Page 3 of 5 ER -4627 TABLE 3- CARBON STEEL KWIK BOLT41 ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL - WEIGHT CONCRETE1,2 23.4 mnl. I psi = b.9 kra, 11b. = 4.45 N. See Table 2 footnotes. Z.Allowable loads may be increased by 331/3 percent for short-tern loading due to wind or seismic forces. 30oly the long- threaded style KB -11 anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded styleKB -11 anchors have a thread length greater Than three bolt diameters. TABLE 4- STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL - WEIGHT CONCRETE1,2 Q= },000 psi I( =9,000 Psi I(=4,000 Pet 4'=6.000 Ps1 ANCHOR01An[TERInch( ANCHORDEPTHRncheel tension She, Tension Sheen lenw,, She, tension Sheen WithSPInsp. PothouiSPInsP, t5'ithSPIrmp, WnhouiSp -IusP, WnhSpAnsp. 1YR6nu1SP65P, YdinSp.Insp. WnhomSPlnsp. WitlwNSp.1ns, 175 14,3 245 120 400 100 150 00 3511 175 250 ill 215 4110 1/4 5'S 265 41111 Sill 8(I 4011 i9U 295 260 h1_5 315 41111 550 3314 625 315 4110 635 315 400 625 315 260 625 315 400 1.150 IT/7- 511(1 250 935 605 31111 975 710 355 L R1111 411(1 11125 3/y 24z 1,125 565 1,111(1 1 JO 611s 1.11111 1,2911 64c 675 1,4511 725 I.I (III 1.250 41/4 1.1')0 595 1,100 1.235 615 1.100 1285 640 600 L450 725 1.100 2.065 I /4 860 430 1,810 9(dl 4 &1 1,840 5.065 5311 1,000 1.625 915 1,840 1/z 31 /z 1,7511 875 12X471 2(1(1(1 L(111(7 1.84() 2250 1,125 1,X40 2.625 1,315 I.R40 2.085 6 1,950 975 1,840 2.165 19(1 LS40 375 1,190 1.840 16'_5 1,315 1.840' 3.125 23/43 1 a25 71D 2875 1,6R5 945 2.875 1.950 975 875 2.500 1,250 2.875 5/g 4 2,1811 1,125 3.125 2.670 1.335 125 3p911 1545 3 -125 925 1.965 3.125 3.125 7 3(100 1.50(1 125 3.250 1.625 915 3 -10(1 1.750 3.1'_5 3925 1.965 3.125 4.500 31/43 LR50 925 3.875 2.175 1,090 3.375 2,5(1(1 1250 3,875 3,000 1,5(111 3,875 3/4 43/4 2,750 1.375 4.225 3,625 1.940 4.225 4.500 250 4,225 5.060 2530 4.225 4,5(N) 8 3.750 1.875 4125 4,625 2.315 4.225 55(10 2750 4.225 5.925 2.965 4.225 20(10 44, 2.930 1.465 6.625 3,650 1.825 7,)25 4.375 2,190 7,625 4960 2180 8.625 1 6 3.990 1.995 8.625 5310 2.655 8 625 6,6'_5 3,315 5.625 7.875 9411 R.625 7.000 9 6,1140 3.020 9,625 7,050 3.525 5,625 9.055 1 4,025 1 025 10.000 5,000 9,625 23.4 mnl. I psi = b.9 kra, 11b. = 4.45 N. See Table 2 footnotes. Z.Allowable loads may be increased by 331/3 percent for short-tern loading due to wind or seismic forces. 30oly the long- threaded style KB -11 anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded styleKB -11 anchors have a thread length greater Than three bolt diameters. TABLE 4- STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL - WEIGHT CONCRETE1,2 101 b1: i Inch = 25A nun, I psi = o.9 LPa. 1 Ib. -4,45 N. 1Sce luulc 2 ;oommcs. Allmvablc ioads may be increased by 331/3 pr:cenl rot shun -mn loading due to wind of seismic ;2m<s. Ancinire installed at rns emnedntcnl depth shall 1101 be used To resist shear due to (rind or seismic 1,ccs. 4' = LOW psL 4' =a,OW ps1 4' =4,000 ps1 V -6,000 PS1 ANCHORWJIETERRnch) ANCHORDEPTHRoches) 11 /g Tension Shear 525 Tmslon Shor 540 Tensbn sheet 550 Tension Shear 550 woSPinsR 170 vdh..i 5P1t., 85 WthSNF,, 230 VihouiSPloap 115 WithSPlnsp, 245 WithoutSP4v;p. 120 WithSP.Ics, 350 WitlwNSp.1ns, 175 1/4 425 210 550 500 250 550 500 250 550 520 260 550 33/4 520 260 550 520 260 550 520 260 550 520 260 550 1 =/83 400 200 825 460 230 950 515 260 T-O7-5 6 55 315 1.150 3/e 21h 875 440 1,250 1,025 515 1150 1,175 590 1.250 1.350 675 1150 444 12000 500 1250 1.145 625 1.350 675 1150 1. 350 675 1.250 21!43 800 400 1.700 1.000 500 1.740 1100 600 1.775 1150 625 2.065 1/2 31h 1250 625 2.085 1625 815 2,085 2.000 1,000 2.085 2.250 1.125 2,085 6 1.375 690 2.085 L-165 880 2.085 2.150 1,075 2085 2550 1.275 2.085 2=/4 12020 10 2.6'_5 1.'_50 025 1S 75 IA75 735 3.125 5,800 900 3.125 s/g 4 1.T(I Fb5 3.1'8 120 LI10 3.125 2.715 1,355 3.125 3.000 1,500 3.125 7 250 1.125 3.1'_5 2.825 1.415 3.1' -5 1.715 3.125 3.425 1.715 3.125 31 1. - 1.450 71_5 70(1 LS25 915 3 -10(1 1200 1,100 3.500 2A$(7 1225 4.500 3/4 43/4 2350 1.175 411 -5 3.990 1.49, 3o5 61_5 1.R15 4500 4.375 2.190 4.5(10 F 2.750 1375 4,500 5(10 1.SI5 4.500 250 2,125 450(1 8110 2400 4,5(N) 41 - 2300 12150 7011 1_.550 1 =23. 5 -350 3A01! I -700 7.0141 45(10 2.250 20(10 1 6 740 1F70 7.000 930 2.465 7(AIO i +.1'_II 3fI611 7.(1510 6,855 3.4 »II 7.(1(1(1 9 5 250 2,625 7,(111(1 7,(17$ T 540 IMMA) R.S00 4_400 7.000 R,S(I0 4,400 7.000 101 b1: i Inch = 25A nun, I psi = o.9 LPa. 1 Ib. -4,45 N. 1Sce luulc 2 ;oommcs. Allmvablc ioads may be increased by 331/3 pr:cenl rot shun -mn loading due to wind of seismic ;2m<s. Ancinire installed at rns emnedntcnl depth shall 1101 be used To resist shear due to (rind or seismic 1,ccs. Page 4 of 5 TABLE 5—KWIK BOLT -II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT, EXPANDED SHALE - AGGREGATE CONC RETE1,2,3 ER -4627 ANCHOR SIZEpncnl EMBEDMENTDEPTHonchebl TORQUE In: m.l SHEAR (pounds) TENSION 00.1 WITH SPECIALINSPECTIONS TENSION P6d WITHOUT SPECIAL INSPECTION' TENSION pb.l Wlili SPECIALINSPECTIONS TENSION Ilb.) WITHOUT SPECIAL INSPECTION° h': 2.06D psi h =2.000,; 1r =4.000 Psi 1/4 11 /s 2 4 400 400 755 1,11111 1,370 1,840 2,480 3,125 3,170 4,135 31(1 3011 380 630 085 1,000 1.110 1,650 1.545 2,200 ITS 150 190 315 3411 500 555 825 770 1.100 3611 450 625 975 1.1(111 1,600 1575 2300 2.200 1 3.250 I#tl 225 3!U 485 550 800 785 1.150 1.100 1.625 5 31a 1' /s 21h 15 IS Y 21/4 31/2 25 30 IV. 23/4 4 65 75 3/4 31/4 43/4 135 150 For Sit 1 inch = 25.4 mm, 1 Ibf = 4.45 N. I R. -lb. = 1,3558 N m, 1 psi = 6.9 kPa. 1 The tabulated tension and shear values are for anchors installed in lightweight expanded shale - aggregate concrete having the indicated compressive strength at the timeofinstallation. Concrete aggregate must comply with ASTM C 330 -85 and AS7M C 332 -83. 2USe of the anchors in resisting wind at seismic forces in lightweight concrete is beyond the scope of this report. 3Spacing and edge distances noted in Table 2 must be increased by 331/3 percent. 4These tension values are only applicable when the anchors are installed without special inspection as set Furth in Section 1701 of the code. 5Tlnese tension values are only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. TABLE 6— LENGTH IDENTIFICATION SYSTEM STAMP ON ANCHOR A 6 C D I E F G M 1 J N L M N 0 P 0 N S T U V W Y Z Lorain From IV. 2 I„ 4 a 4In 5 SIi2 fi ell. Tn, x 4h oln.mlror 4. V III II IZ U li IS IL I) IN Pnehesl iUnpl Z Plx I 3112 al /2 5 SIl2 6 61;2 72 a 8li2 V 4b, 10 II 12 13 14 IS 16 17 IN IN i,Kludinp 1 1 TABLE 7 —POST NUT KB -II ALLOWABLE TENSION AND SHEAR VALUES (pounds), NORMAL - WEIGHT CONCRETEI,2 ANCHOR DIAMETER (mcm., 1MATERN L MINIMUM EMBEDMENT DEPTH inches) l,'= 3,000 psi Tension ShearWithSpeciallnspectipdWiMOIRSpeciallnspectiona 114 carbon steel 11is 310 155 330 1/4 stainless steel 0/s 305 55 470 318 carbon steel I5 /y 605 300 700 3/g stainless steel 15 /s 460 230 1.250 For SI: 1 inch = 25.4 mm. 1 Ibf = 4,45 N. The tabulated tension or shear values are for anchors installed in stone - aggregate concrete having the indicated compressive Strength at the time of installation. Use of the anchors in resisting wind or seismic forces is bevond the scope of this report. These tension values am only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. 4These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code. TABLE 8 —KWIK BOLT -11 CARBON STEEL ALLOWABLE TENSION AND SHEAR IN SAND - LIGHTWEIGHT CONCRETE OVER METAL PROFILE DECKI, 2.3.4 rut 9: 1 inch= 25 nun. I lb I = 4.45 N. 1fl. Ib. - !.3558 Nn:. Iasi = 11.9 kPa. 1 The. mbulacd tension and rhea:- 'ntues are far anchor. i:stalled in Iiphtw'cighl expnimed sbhIe- ag._;cp•nc CPnen9C ;raving the indicated Compressive SUcngth at the time of itastaliati0n. !2efc1 to Figure 3 for mimmunn dimens nns (U file composnC deck Concede ag_rcu:ac untS1 con,pl.v with ASTM 0330 -65 ;old ASTM C 332 -53. Ithe bohI.,eil :.v edgesna,to In .t,l•..,.nches. .aSen by >37Tpe'ren;.` :di,eu anchors are msmiiadmmc ridge the : :m;unum mstan.e n,casared ;tam the centernttheLultmtheedgeoft!lv ridge is 23,`% inches. 3A llowablc loads may be increased by 33 i/3 percen: for siw14:eml lunriug due to wind or seismil, . tin cgs. Au.hnrs are pcnni¢ed to be installed in the vallcv or In ele of;hc umyxosite steel- deck /concre ;e -till a.sc:nnly. 0 I 1\ f,'= 3.000 psi ANCHOR. EMBEDMENT DEPTH Tension I ... hdsl she., DIAMETER jincN) fine.. Wnt Spacial I ...coon Without Special Insn.com. p0 ad :1 16 2I 14 560 2N(1 4911 3/s 1/4 790 34S L(IINI 1/2 2t/4 KIWI 440 Lf111q a /t. 41T-. LivS I 835 1.575 rut 9: 1 inch= 25 nun. I lb I = 4.45 N. 1fl. Ib. - !.3558 Nn:. Iasi = 11.9 kPa. 1 The. mbulacd tension and rhea:- 'ntues are far anchor. i:stalled in Iiphtw'cighl expnimed sbhIe- ag._;cp•nc CPnen9C ;raving the indicated Compressive SUcngth at the time of itastaliati0n. !2efc1 to Figure 3 for mimmunn dimens nns (U file composnC deck Concede ag_rcu:ac untS1 con,pl.v with ASTM 0330 -65 ;old ASTM C 332 -53. Ithe bohI.,eil :.v edgesna,to In .t,l•..,.nches. .aSen by >37Tpe'ren;.` :di,eu anchors are msmiiadmmc ridge the : :m;unum mstan.e n,casared ;tam the centernttheLultmtheedgeoft!lv ridge is 23,`% inches. 3A llowablc loads may be increased by 33 i/3 percen: for siw14:eml lunriug due to wind or seismil, . tin cgs. Au.hnrs are pcnni¢ed to be installed in the vallcv or In ele of;hc umyxosite steel- deck /concre ;e -till a.sc:nnly. 0 I 1\ Page 5 of 5 ER -4627 KHIK BOLT 11 0401(E D'?AhGJON ANDM U LJ NO Washer j-- ihreod Area ._ . Body R.durad 01 a.. tar Tapp ... d Thr.ada ik dr.l Ar.a Cswi.r.anA B.It Trip(. S..ntad Post Nit Expaml.n 51..r. Mandrel Triple Sepmmled An. O 6panzlon 56ere LFIGURE 1 FIGURE 2 MIN. 3000 PSI SAND - LIGHTWEIGHT CONCRETE a 1 e Min. 3 -Y4" Min. 6_I" .a d e' i ° 0 p 4 NO. 20 GAUGE STEEL DECK M ln. 4 -21 VALLEY RIDGE RIDGE EDGE FIGURE 3 - PROFILE OF SAND - LIGHTWEIGHT CONCRETE OVER Mr''-AL DECK 3v ICBO Evaluation Service, Incguar 9 Qom% 4 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2295 A subsidiary corporation of the International Conference EVALUATION REPORT Copyright C, 2000 ICBO Evaluation Service, Inc. Filing Category: FASTEN E RS—Con crete and Masonry Anchors (066) POWERS WEDGE -BOLT ANCHOR POWERS FASTENERS, INC. 2 POWERS SQUARE NEW ROCHELLE, NEW YORK 10801 1.0 SUBJECT Powers Wedge -Bolt Anchor. 2.0 DESCRIPTION 21 General: The Powers Wedge -Bolt is a concrete screw anchor manufactured from heat - treated carbon steel complying with AISI 1020/1040 designed for use in normal- weight concrete. ihe anchor is formed with a hex head, an integral washer, a dual lead thread, and a chamfered tip, and is zinc plated. The Wedge -Bolt anchor is available in nominal diameters ranging from 114 to 3/4 inch (6.4 to 19.1 mm), in various lengths. 22 Installation: A pilot hole is predrilled using a carbide-tipped Wedge -Bit, supplied by Powers Fasteners, with bit diameter matched to the anchor size. The drill bit size range corresponding to each anchor size is shown in Table 4. The hole must be drilled to a minimum depth 1/2 inch (12.7 mm) deeper than the squired embedment. After the dust is removed from the drilled hole, the Wedge -Bolt anchor is installed per the manufacturer's in- structions to the specified embedment depth. 23 Design: The allowable tension and shear loads are indicated in Tables land 2. The allowable loads are based on the anchor spacing and edge distances as shown in Table 3. Allowable loads for anchors subjected to combined shear and tension loads are determined by the following equation: PWPd T (vs/vd c 1 where: Calculations demonstrating that the applied loads Ps = Applied tension load. Pr = Allowable tension load in Table 1. Ls = Applied shear load. tt = Allowable shear load in Table 2. 24 Special Inspection: Where special inspection is required under Section 1701 of the Uniform Buildino Code' (UBC), as noted in Tables 1 and 2 of this report, Lie inspector must be on the jobsite continu- ously during anchor installation io verify the screw anchor b,,oe, dimension, concrete type and compressive strength, dhll bit size, hole dimensions, screwanchor spacing and edge distance, slab thickness, and anchor embeoment. 2.5 Identification: Aceredbed by the American Natiunal Standards Inslilule of Building Officials ER -5788 IssuedAuaust 1, 2000 The Powers Wedge -Bolt anchor head is marked with anchor diameter and length as noted in Figure 1. Each package con- tains a label bearing the manufacturer's name (Powers Fas- teners, Inc.) and address, the anchor type and size, and the evaluation report number (ICBO ES ER- 5788). 3.0 EVIDENCE SUBMITTED Reports of load tests, and installation instructions. 4.0 FINDINGS The Powers Wedge -Bolt Anchor described in this report complies with the 1997 Uniform Building Code', subject to the following conditions: 4.1 The Wedge -Bolt anchor is installed in accordance with this report and the manufacturer's instruc- tions. 4.2 Wedge -Bolt anchor sixes and dimensions, and al- lowable loads, are as set forth in this report 4.3 Calculations demonstrating that the applied loads comply with this report most be submitted to the building official for approval. 4.4 The Wedge -Bolt anchors are limited to noire -re- sistive construction unless substantiating data, demonstrating that the anchor performance is maintained in fire - resistive situations, are sub- mitted to the building official for approval. 4.5 Special inspection, when required, is provided in accordance with Section 2.4 of this report. 4.6 When the Wedge -Bolt anchors are installed with- out special inspection, the installer must certify to the building official that the screw anchors were installed in accordance with this report and the manufacturer's instructions. 4.7 Wedge -Bolt anchors are not subjected tovibratory or shock loads. such as thoseencountered by sup- ports for reciprocating engines or crane rails, un- less adequacy is determined to the building offi- cial's satisfaction. 314.8 The allowable tension loads in Table 1 may be ad- justed in accordance with Section 1612.3 of the code for short-term loading due to seismic or wind forces. 4.9 Anchors are manufactured by Powers Fasteners, Inc., Two Powers Square, New Rochelle, New York, with quality control inspections by C EL Consulting AA -639). This report is subject to re- examination in one year. Enaluadnn rranrn nr /CB(/ t raivadnr. Srn irq : ne. ors inuedsn:eh• n•pm.•idr injnrmarinn rn Oas. members nrICBO, udfi;ing rhr code upon which nccreponi., hmz:. &'ulumin.n rcpunt are n+n ur be aurt.emued a. rgoret,n,L,, anrhmies nran POrho @IriUUrc dmien for usr el rho.unjrr mom. w!epe<ificaflr mor¢ an rrrarem rm or remmn- This re".,.:hawdupnr. indenenden:rn'snr mnrrrechnicvf derasahmhrednrrhr apnlicent Thr ICBOEvalua:ion Smice Inc, rechnicafnaffhasrevie dthe rrcr reu+l:!; cr. d+nr n:hcr dm_, i:::: don nn!pnsscse r+r. facifi+invn maAr ar, indrprn drm w ir+cmior.. Trrrr is no uar coon' by 1CN0 L:'ctrrc:,• "nn Srr:1re. Jnc. rip. -cssrrrirmdied, c.. 5r am °Finding' err other menu L, U r rermg ry a, ro on rpmdug m.rrcd Iry rhrrep>rt Thu di.,d.Lmer Inrfud,_., hol i, nut Gmired rn, merchantahi ir, Page 1 of 4 l Page 2 of 4 TABLE 1- ALLOWABLE TENSION VALUES FOR WEDGE -BOLT ANCHORS INSTALLEDINNORMLI -WFIr WT rnslrovr_ ,_ ER -5788 1ILe -bulaled u nsion values an: for anchors insWied in normal- weigh[ Concrete baviug reached the designated uluurem Compressive s¢eugtb m time of insrallation. Linrar i^ . a-l- iun mn, be uned iut .n eL- aL-rag rua bcrwem (bust ualul2SpP318andedgediStanashallbeinneon.: ae nigh Table 3. 3 Ilm zble Iesion loads mny be :nrrpnlnted between =Mn a seragL c rmberaeut depths. Ercpolnden is nol perninedTheallocabletensionloadsmaybCadjuredinaccordanCCwithS=Lim 16123 of rbc co& for shon -t= load'-. due m sasm a or scrod farecs. 0 WH H SPECIAL INSPECTION Wn HOUT SPECIAL INSPECTION ANCHORDIAMETER MINIMUMEMLEDMENI C .... me Sbenylh, f, Concrete SI2np16, f, inch) incLenl 2 000 pni 3,000 pni 4,000 ,nlI 5,000 pui 6,000 "1 2.01) Pai 3,000 pni 6,000 p, - 5,DU0 pni 6,00u psi 1 230 305 I 380 I 400 475 115 55 190 200 205 1!4 11!2 440 515 590 60.5 620 120 260 295 305 310 2 700 880 1,060 1,155 1,245 350 440 530I 580 625 21h L055 1,140 1,125 1170 1,315 530 575 615 640 660 11!z 535 tiUU 065 715 760 270 305 335 360 380 2 825 930 1,030 1,165 1300 415 465 515 SSS 650 e 21!2 1,115 1,255 1,390 1,615 1,835 560 I 630 695 810 920 3 1,545 1,770 1,995 2,235 2,475 775 890 1,000 1,120 1,240 31!2 1,975 2,290 2,600 2,855 3,110 990 1,145 1300 1,430 3,555 2 740 865 985 1,090 I 1,195 370 430 490 545 600 21/2 1,025 1,165 1,300 1,460 1,620 515 585 650 730 810 1!2 3 1,360 1,655 1,950 2,150 2345 630 I 830 975 1,075 1,17q 31!2 1,515 1,820 2,120 2,550 2,975 760 910 1,060 275 1,485 1,905 2,610 3j15 3315 3,315 9.'.5 1,305 1-660 1,660 1,660 21!2 355 1,020 1,180 1;455 1,725 430 510 590 730 865 3)& 3 1,340 1,495 1.845 2,045 2,240 570 750 925 1,025 1,130 4 2.070 2,630 3.190 3385 3580 1,035 I 1315 1.595 1,695 I 1790 5 3360 3,Yti0 q,555 q,885 5215 1,680 1,980 2280 2,445 2.610 3 1,080 1350 I 1.620 2 095 2,565 I 540 675 810 1,050 1285 314 4 7.800 2.420 3.035 I 3,270 3505 900 1,210 1,520 1.635 I 1,755 5 3.100 3,440 3,780 4,3153 4,850 1,550 1,720 1,890 2,160 2,425 fo: Sl:l inch =25.4 6 mn to 4395 I n,I -een wi 4,460 I 4520 I 5355 6.190 2100 1 2230 2160 2.680 i 3.095 1ILe -bulaled u nsion values an: for anchors insWied in normal- weigh[ Concrete baviug reached the designated uluurem Compressive s¢eugtb m time of insrallation. Linrar i^ . a-l- iun mn, be uned iut .n eL- aL-rag rua bcrwem (bust ualul2SpP318andedgediStanashallbeinneon.: ae nigh Table 3. 3 Ilm zble Iesion loads mny be :nrrpnlnted between =Mn a seragL c rmberaeut depths. Ercpolnden is nol perninedTheallocabletensionloadsmaybCadjuredinaccordanCCwithS=Lim 16123 of rbc co& for shon -t= load'-. due m sasm a or scrod farecs. 0 Page 3 of 4 TABLE 9 —Li 1 nwn ni c cu..., ER -5788 mca = %-.q mm, 1 po =d = 4.44 N. 1 psi = 6. go Y3a. ITLe tahclaed sheer values as for ennhors installed in normal - weight concrete having reached lbe designed ultimate compressive strength w the time o: installation. parine end edge eislance shall be in accoraancc with Teblc 3. The allowzhle shc loads arc nxe^ A fo, ikon - ]oa .g de:c t ari ic o: wad £.ces. Honev¢ no incease ispe ined end fhc mazial load' pemiued £orIhisnphncho7llb- thn;c:n on notper- to-ea'rdoreachanchorsis. rJ;¢spo)y -;on is not p;,ffiir, >? Iondat tLc .._.,, atio is aetemizd dum intcyoL ^ucn bcnixcn eatredgcm depths J Page 4 of 4 TABLE 3-- WEDGE-BOLT ANCHORS ALLOWABLE SPACING AND EDGE DISTANCES (inches) ER -5788 For SI: I inch = 25.4 mm. T. ^C 1151ed \'YIUC, a:'C the m11VIDUm d151C'ICC5 Ra fired ID Ob1 in the load values li,t d in Table, I and 1 D= norUCICI anchor di mCL c When adjuccra anchors ffiC differentimorcmb[druents, use the Ialg[sl v;due for D. 271C listed T-Alucs ar the minimum disCCTccs of \vhieh 01C nachor [,n be set, when load valucs arc adjusted appmpria(cly. 3Load values in the tables are multiplied by the redecuen faro: whcr. mlcho3 are inst llcd s -he mivmcm'plan• listed Use linear int clndon for spnciag bememcridDalandminimumdistances. Multiple r_ducdon factors for more than one spacing or edge distance shall he calculated separately and multiplied. TABLE 4 —DRILL BIT SIZES NOMINAL ANCHOR SIZE inch) I BR SQE RANGE In[h) 1/4 0.255 - 0.259 PPMNEIER DISTANCE FOR FULL ANCHOR CAPACITY tCrtliul Dinuncell DISTANCE FOR REDUCED ANCHOR CAPACITY IAinrc um Diaencelr REDUCTION FACTOR Spacing between anchors 2D 6D 0.50 Edge distance — tension 6D 3D 030 Edge distance —shear 12D 3p 0.17 For SI: I inch = 25.4 mm. T. ^C 1151ed \'YIUC, a:'C the m11VIDUm d151C'ICC5 Ra fired ID Ob1 in the load values li,t d in Table, I and 1 D= norUCICI anchor di mCL c When adjuccra anchors ffiC differentimorcmb[druents, use the Ialg[sl v;due for D. 271C listed T-Alucs ar the minimum disCCTccs of \vhieh 01C nachor [,n be set, when load valucs arc adjusted appmpria(cly. 3Load values in the tables are multiplied by the redecuen faro: whcr. mlcho3 are inst llcd s -he mivmcm'plan• listed Use linear int clndon for spnciag bememcridDalandminimumdistances. Multiple r_ducdon factors for more than one spacing or edge distance shall he calculated separately and multiplied. TABLE 4 —DRILL BIT SIZES NOMINAL ANCHOR SIZE inch) I BR SQE RANGE In[h) 1/4 0.255 - 0.259 3(B 03ii - 0389 I(a 0.490 - 0.495 51a 0.600 - 0.605 3/4 0.720 - 0.725 Fm . PemEOIsTrYMO6 RY TMh lock Ruel FFiulaE Wr Heed Aoa m rmre FIGURE 1- -POWERS WEDGE -BOLT ANCHOR DESCRIPTION AND HEAD MARKINGS 1 S REPORTTIM ER -5890 Issued May 1, 2002 ICBO Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 • www.icboes.org Filing Category: FASTENERS— Concrete and Masonry Anchors LDT CONCRETE SCREW ANCHOR ITW RAMSET /RED HEAD 1300 NORTH MICHAEL DRIVE WOOD DALE, ILLINOIS 60191 1.0 SUBJECT LDT Concrete Screw Anchor. 2.0 DESCRIPTION 2.1 General: The Large Diameter Tapoon (LDT) concrete screw anchors are threaded screws with hex - washer heads. The screw anchors are manufactured from steel complying with AISI 1022, are case hardened and have a galvanized plating. The screw anchors are manufactured with nominal' /a and 2-inch (9.5 and 12.7 mm) shank diameters and are available in lengths to achieve embedment depths as noted in the tables in this report. The screw anchors are for installation in predrilled holes in normal- weight concrete having a minimum thickness of 1.5 times the anchor embedment. The concrete screw anchors are alternatives to cast -in -place anchors described in Section 1923.1 of the 1997 Uniform Building CodeT- (UBC), and Section 1912 of the 2000 International Building Code® (IBC). The anchors may also be used where an engineered design is submitted in accordance with Section R 301.1.2 of the 2000 International Residential Code® (I RC) 2.2 Design: Allowable shear and tension loads with corresponding anchor -to- concrete edge and anchor spacing conditions are noted in Tables 2 through 7 of this report. The allowable loads are permitted to be adjusted in accordance with UBC Section 1612.3 or IBC Section 1605.3 for short-term loading due to seismic or wind forces. Allowable loads for both the '/e and '/z inch - diameter (9.5 and 12.7 mm) anchors subject to combined shear and tension loads are determined by the following equation: P, I P) • -(Vs/ V) • • 1 where: P, = Applied service tension load. P, = Service tension loads in the tables. V, = Applied service shear load. V, = Service shear loads in the tables. Use of the anchors to resist vibratory and moving loads such as those produced by reciprocating engines, cranes and vehicles is beyond the scope of this report. 2.3 Installation: A pilot hole must be drilled into normal - weight concrete with a'I,,- or' /,s inch - diameter (7.9 or 11.1 mm) carbide- tipped masonry drill bit complying with ANSI B212.15 -1994 for the 3/9 and'/,-inch-diameter (9.5 and 12.7 mm) screw anchors, respectively. Holes are drilled a minimum of 1 inch (25.4 mm) deeper than the desired embedment, using a rotary hammer drill. The screw anchor is driven into the hole to the desired embedment using a' /z inch (12.7 mm) electric impact wrench. 2.4 Special Inspection: Continuous special inspection as noted in UBC Section 1701 or IBC Section 1704 shall be provided when required by the tables in this evaluation report, or when the anchors are subjected to seismic loads or combined tension and shear loads as addressed in Section 2.2. The special inspector must inspect and verify the fastener type, fastener dimensions, concrete type, concrete compressive strength, drill bit size, fastener spacing, edge distances and fastener embedment. For fasteners installed without special inspection, the applicable tension loads noted in the tables are to be used, and the installer must certify that the work was done in compliance with the evaluation report and the manufacturers instructions. The installer must also certify fastener type, fastener dimensions, concrete type, concrete compressive strength, drill bit size, fastener spacing, edge distances and fastener embedment. 2.5 Identification: LDT screw anchor containers are marked with the product name, the ITW RamseVRed Head name and address, screw anchor diameter, length, product designation (LDT) and the evaluation report number (ER- 5890). In addition, a length code is on the head of each anchor, as indicated in Table 1. 3.0 EVIDENCE SUBMITTED Data in accordance with the ICBO ES Acceptance Criteria for Predrilled Fasteners (Screw Anchors) in Concrete and Masonry (AC106), dated November 2001, including reports of static tension, shear, and seismic load tests, and a quality control manual. 4.0 FINDINGS That the ITW RamseVRed Head concrete screw anchors described in this report comply with the 1997 Uniform Building Codei°", the 2000 International Building Codee and the 2000 International Residential Codes', su bject to the following conditions: r_SRE QR 5 . nm 1 r ' m r- r, r d n 1 4rlr N ,h - l , nan I4;hS"l ,UU- , !' r .l , , nn hr 1C HO E," nano -u,.h „r.n inyrLrJ n •u unr Pm Lrg,e nn:,r r.r v,, 1) rgvu , w an, Guru e,,v h., de.,P"m Gopyncnf tP Page 1 of 4 IbA 4.1 Anchors are identified and installed in accordance with this report and the manufacturer's instructions. 4.2 Allowable service shear and tension loads are as set forth in Tables 3 through 7 and Section 2.2 of this report. 4.3 Calculations demonstrating thattheapplied loads are less than the allowable loads described in this report, shall be submitted to the building official. 4.4 Anchors are not permitted for use in conjunction with fire - resistive construction- Exceptions would be: Anchors resist wind or seismic loading only. For other than wind or seismic loading, special consideration is given to fire exposure conditions. 4.5 Special inspection, when required by Section 2.4 in this report, is provided as noted in Section 2.4 of this report. ER-5890 4.6 For installations without special inspection, the installer shall certify the anchor installation as noted in Section 2.4 of this report. 4.7 Anchors are limited to installation in dry, interior locations. 4.8 Since an ICBO ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under these conditions is beyond the scope of this report. 4.9 Since an ICBO ES acceptance criteria for evaluating the performance of anchors in cracked concrete is unavailable at this time, the use of anchors is limited to installation in untracked concrete. Cracking occurs when £° > f, due to service loads or deformations. 4.10 The anchors are manufactured at a facility in Charles City, Iowa, with quality control inspections by PFS Corporation (AA -652). This report is subject to re- examination in one year. TABLE 1— FASTENER LENGTH IDENTIFICATION CODE CODE LETTER NOMINAL FASTENER LENGTH (inches) inch - diameter LOT Y,-inch- diameter LDT C 2 +)r DIAMETER D 3 3 F 4 4 H Fnr Sh 1 inch - 11 G ...... 5 TABLE 2— ALLOWABLE TENSION VALUES FOR % INCH - DIAMETER LDT CONCRETE ANCHORS, INCLUDING EDGE DISTANCE LOAD FACTORS (puunl ANCHOR CONCRETE ANCHOR WITH SPECIAL INSPECTION' WITHOUT SPECIAL EDGE DISTANCE LOADDIAMETERSTRENGTH, EMBEDMENT INSPECTION` FACTORS' (percent) inch) f; (psi) DEPTH value for Value at Value for Value at 1' /• 2 3inches) 10 011 Minimum Edge 100% Minimum Edge inches inches inches Performance Distance Performance Distance Vl, inches) 1' /, inches) 2 375 250 185 130 70 too200021. 935 555 465 325 70 76 100 2 505 r_5 255 175 70 1003000 2' 1a 935 655 470 330 70 76 100 6640 445 320 225 70 100GWv/. ccp 560 470 330 1 70 1 76 1 100 The allowabie loads are applicable to the ' /P inch- ciameter LDT anchors installed at a minimum spacing between anchors of 6 inches, he tanulaied values are for anchors ins alien_ in nomlal- weight concrete having the designated compressive stenoth, or higher, at the time ofanchorinstallation. These values are applicable only when the ancnors are installed oath special inspection in accordance with Section 2.4 of this report. These values are applicable wnen the anchors are insisted without special inspection. For anc ^ors installed al the tabuialdd concrete edge distances, the allowable load values tabulated for 100% performance shall he multiplied by lne tabulated edge distance load factor. Page 3 of 4 ER -5890 TABLE 3— ALLOWABLE SHEAR VALUES FOR'/,-INCH-DIAMETER LDT CONCRETE ANCHORS, INCLUDING EDGE DISTANCE LOAD FACTORS (pounds)''` ANCHORDIAMETER CONCRETE STRENGTH, ANCHOR EMBEDMENT VALUE FOR 100% VALUE AT MINIMUM EDGE DISTANCE LOAD FACTORS (percent)' inch) I, (psi) DEPTH PERFORMANCE EDGE 2Inches 27, inches 3inches 3 4 5 2 895 inches) 450 DISTANCE 65 80 1610 400 131, inches) 31 20M inches inches inches 910 590 2 760 19D 100 54 77 100 2545 2000 p/. 830 205 68 54 54 77 100 2 2 805 200 320 M2531 54 77 100 3000 2'/1 840 210 1310 1005 54 77 100 E77 100 2 855 215 1680 1290 54 77 100 2035 4000 21y. 855 215 2 lose 54 77 100 VI SI. 1 inch - 25.4 mm, 1 10 = 4.40 N, l psi = 6.89 kPa. The allowable loads are applicable to the ' /a inch- diameter LDT anchors installed at a minimum spacing between anchors of 6 inches. 2The tabulated values are for anchors installed in normal - weight concrete having the designated compressive strength, or higher, at the time of anchor installation. For anchors installed at the tabulated concrete edge distances, the allowable load values tabulated for 100% performance shall be multiplied by the tabulated edge distance load factor. TABLE 4— ALLOWABLE TENSION VALUES FOR Y, INCH - DIAMETER LDT CONCRETE ANCHORS, INCLUDING EDGE DISTANCE LOAD FACTORS (pounds)12 ANCHORDIAMETERinch) CONCRETESTRENGTH, 1, (psi) ANCHOREMBEDMENTDEPTHInches) WITH SPECIAL INS PECTIC NO WITHOUT SPECIAL INSPECTION' EDGE DISTANCE LOAD FACTORS '(percant) Value for100°6 Pedoenance Value at Minimum Ed,e Distance Vc inches) Value tar100APerformance Value at Minimum Ed,. Distance 1'I, inches) Yl, nches 2Inches 27, inches 3inches 4Inches 1416 335 2 895 580 450 290 65 80 1610 400 31 20M 34, 1815 1180 910 590 65 71 31 100 100 100 4'I, 2545 1655 1270 825 65 68 54 82 100 100 2 975 635 490 320 65 80 100 3000 81, 2010 1310 1005 655 65 71 E77 100 460 4'I, 2585 1680 1290 640 65 fib 2035 82 25 31 54 2 lose 688 530 345 65 80 30 70 90 40M 3'I, 2210 1435 1105 720 55 71 100 4$ 2620 1705 1310 850 fi5 68 82 1p0 Vh ac h Inch = 25.4 mm, 1 10 = 4.40 N, l psi = 6.89 NF'a. For allowable load values for anchor -to- anchor spacing of less than 8 inches, see Table 6. 2The tabulated values are for anchors installed in normal- weight concrete having the designated compressive strength, or higher, at the time of anchor installation. These values are applicable only when the anchors are installed With special inspection in accordance with Section 2.4 of this report. These values are applicable when the anchors are installed without special inspection. For anchors installed at the tabulated concrete edge distances, the allowable load values tabulated for 100% performance shall be multiplied by the tabulated edge distance load factor. TABLE 5— ALLOWABLE SHEAR VALUES FOR'I, INCH - DIAMETER LDT CONCRETE ANCHORS, INCLUDING EDGE DISTANCE LOAD FACTORS (pounds)" ANCHORDIAMETER inch) CONCRETESTRENGTH, I, (psi) ANCHOREMBED- WENT DEPTHlinchesl VALUE FOR 100% PERFOR- MANCE VALUE AT MINIMUM EDGE DISTANCE 1'1, inches) EDGE DISTANCE LOAD FACTORS' (percent) 1'l, inches 2 inches 3inches 4inches 5inches 511, inches 000 1416 335 25 31 54 77 100 100 1610 400 25 31 54 77 100 100 4'/1 1545 460 25 31 54 77 100 100 3000 1530 410 25 31 54 77 100 100 455 25 31 54 77 100 100 506 25 30 50 70 90 100 4000 tc'45 460 25 31 77 100 100 34, 2035 510 25 31 54 77 100 100 4'l. tc0 5;15 30 50 70 90 10C1 Or Si: 1 Incn = LOA mm, l 101 = 4 a0 N, l psi = 0.59 i. -a. For allowable load values for anchor -to- anchor spacing of less than B inches, seeable 7. The lab dated values are for anchors installed in normai-weicht concrete navin ^s ;he designated compressive strength, or higher, at the time of ancnoh installation. For anchors installed al the taoulated concrete edge distances, the allowable loaf values labula:ed for 100% p enor lance. shall be mulliplied by the tabulated edge distance load factor. l of 4 TABLE 6— ALLOWABLE TENSION VALUES FOR' /, -INCH- DIAMETER LOT CONCRETE ANCHORS, WITH SPACING DISTANCE REDUCTIONS (pounds)" ER -5890 ANCHOR DIAMETER inch) CONCRETE STRENGTH, f (psi) ANCHOR EMBEDMENT DEPTH inches) WITH SPECIAL INSPECTION' WITHOUT SPECIAL INSPECTION' Fasteners acin g (inches ) Fastener Spacing (inches) 8 3 8 3 2000 2 895 240 450 120 3 /i 1815 910 4'/, 2545 685 1270 345 3000 2 975 265 490 130 3'/7 2010 1005 414 2585 700 1290 350 4000 2 1060 290 530 145 2210 1105 4'/ 2620 710 1310 355 or or 1 inch = 25.4 rnm, 1 to = 4.45 N, 1 psi = 6.89 KPa. For fasteners installed with a fastener spacing of less than 8 inches and more than 3 inches, the allowable load is the value tabulated for anchors spaced at 3 inches on center. The tabulated values are for anchors installed in normal- weight concrete having the designated compressive strength, or higher, at the time of anchor installation. 3These values are applicable only when the anchors are installed with special inspection in accordance with Section 2.4 of this report. These values are applicable when the anchors are installed without special inspection. TABLE 7— ALLOWABLE SHEAR VALUES FOR % INCH -DIAMETER LOT CONCRETE ANCHORS, WITH SPACING DISTANCE REDUCTIONS (pounds) ANCHOR DIAMETER inch) CONCRETE STRENGTH, f•, (psi) ANCHOR EMBEDMENT DEPTH (inches) FASTENER SPACING (inches) 8 211: 2000 2 1410 805 3' /i 1610 4' /, 1845 1055 3000 2 1630 930 3 +/z 1820 4' /z 1990 1140 4000 2 1845 1050 T 2035 4'/, 2140 1220 V, ,. , 11111, 1 w = v.v0 rv, i psi = o.ca Kra. For fasteners installed with a fastener spacing of less than 8 inches and more than 2' /z inches, the allowable load is the value tabulated for anchors spaced at 2' /, inches on center. The tabulated values are for anchors installed in normal- weight concrete having the designated compressive strength, or higher, at the time of anchor installation. zi a 0i1 36"C1 or an, i'IiypJ I I /3i. . l, I Hsi 2 15 /Ra.. U -Panel is an exposed fastener wall and cool' panel. U -Panel is also used extensively as a liner panel. Panel Width: 37 15/16" Panel Coverage: 36" Standard Panel Length: Up to 40' Please inquire for longer lengths. Rib Height: 47/64" Major Rib Spacing: 6" on center. Minimum Slope: 2:12 rape sealant is required on seam (side laps) Substrate: Galvalume° Paint System: Kynar 5000 Gauge: 26 and 24 M M1 32 6 U -Panel is rn_ulufactured ai theAdelani0 fa'-di!"' 0111)". 1. Se Clio- P=o=pes ale C31C.1aled in aCCordance rvith the 1996 Edhian D; Ine Ooid Formed Seel Design Manual. 2. la is Ior ae :lecI'Dn determination. 3. Se is for Denoing. a, Me is the aflowaidk hendina moment. 5. All values are for one fool of Danel width. McElroy Metal, Inc. Corporate Office 1500 Hamilton Rd. Bossier City, LA 71111 800 -562 -3576 • Fax: 318 -747 -8029 N COLOR F 24 26 GALVALUME PLUS r Panef W auge REGAL WHITE 26 ROMAN BLUE 1IN., 26 1 CLAY 35 0.91 26 IVORY B3<2< 11.2481 26 SURREY BEIGE 03461 26 PATRICIAN BRONZE 50 26 ASH GRAY 24 26 LIGHT STONE LJBSfi 26 AUTUMN RED 26 MATTE BLACK 26 TUDOR BROWN 26 CHARCOAL 26 EVERGREEN 26 BRANDYWINE 26 HARTFORD GREEN 1. Se Clio- P=o=pes ale C31C.1aled in aCCordance rvith the 1996 Edhian D; Ine Ooid Formed Seel Design Manual. 2. la is Ior ae :lecI'Dn determination. 3. Se is for Denoing. a, Me is the aflowaidk hendina moment. 5. All values are for one fool of Danel width. McElroy Metal, Inc. Corporate Office 1500 Hamilton Rd. Bossier City, LA 71111 800 -562 -3576 • Fax: 318 -747 -8029 N TO- IN COMPRESSION BOTTOM IN COMPRESSION Panef W auge SeIN.3 meNIPIN 1IN., SeIN.3 MaKIPIN. 35 0.91 IBB 0VN6 B3<2< 11.2481 a12fi 03461 1.1715 7< 1.1< 50 G <fiW L<65a 0181 8<619 LJBSfi 1. Se Clio- P=o=pes ale C31C.1aled in aCCordance rvith the 1996 Edhian D; Ine Ooid Formed Seel Design Manual. 2. la is Ior ae :lecI'Dn determination. 3. Se is for Denoing. a, Me is the aflowaidk hendina moment. 5. All values are for one fool of Danel width. McElroy Metal, Inc. Corporate Office 1500 Hamilton Rd. Bossier City, LA 71111 800 -562 -3576 • Fax: 318 -747 -8029 N s MULTI -RIB LOAD TABLE* Multi -Rib is one of the most versatile members of the McElroy family of quality products. It is truly a multi -use wall and roof panel whose applications span a tremendous variety of commercial and industrial construction projects. Multi -Rib's superiority as a roofing panel is proven by compliance with the rigid Underwriters' Laboratories UL -90 wind uplift tests. An ideal combination of strength and beauty make Multi -Rib an equally popular choice for wall applications. 12 "- 36" Cover Width -I SECTION PROPERTIES ALLOWABLE LOADS (PSI TOPINAEIPRE'SSION I BDT1Om114coIDRBSS C."; 1 TOP IN COMPRESSION B070MIN COMPRESSION WIND LOAD LIVE LOAD DEFLECTION (IN) PanelGauge Weight PSP FYKSI Ix dIN. se IN. MeKIPIN, IxaIN. seIN. MaKIPIN. 3' 4' S' 6' T 8' 3' 4' S' 6' T B' 3' 4' S' 6' I 8' 29 0.75 BO 0217 0201 0.965 0145 0214 1.024 125 71 46 27 17 12 95 53 34 21 13 9 17 31 48 60 70 80 26 0.95 80 0326 0309 1.482 0198 0300 1.435 177 100 64 40 25 17 133 75 48 30 19 13 17 29 46 60 70 BO 26 0.95 50 0365 0371 1.172 0213 0332 0.995 123 69 44 31 23 17 92 52 33 23 17 13 10 19 29 42 57 74 24 1.20 80 0454 0460 2.205 0265 0411 1.970 243 137 88 55 35 23 162 103 66 41 26 17 17 30 46 60 70 BD 24 1.20 50 0486 0499 1.494 0286 0462 1.382 171 96 61 43 31 24 128 72 46 32 24 18 11 19 30 43 59 77 See Load f able NoaE, rage /. MEGA -RIB LOAD TABLE* MElroy's Mega -Rib panel is easily recognized by its distinctive profile. Deep rib configurations provide optimum strength and maximum spanning capabilities. While the Mega -Rib design was intended to meet the demands of the industrial environment, design flexibility has made it a popular choice for architectural applications as well. Mega -Rib's unique profile and high - strength characteristics also make it particularly well- suited for canopy projects. L 2" 1 1112 ' rI 36" Cover Width SECTION PROPERTIES I ALLOWABLE LOADS (PSF)' TOPINAEIPRE'SSION I BDT1Om114coIDRBSS C."; 1 UII LOAD I LIVE LOAD ! OEEECTION(IN) aceIGD 1 w'eighlPSG Y IxK51IIJ.` Se ME N N,' I KIP IIV. M." SeINS MaIKIPIN 4 a I b 7 B 3 4 5 6 ' T 8 3 0 5 6' I T 8' 29 0.7i 180 1.05461-0564 12.704 1 .(1546 1 .0564 1 ? 704 131-11186 1120 83 1:13 (36 501 lC, 19D 63 1I 39 i 26 -i5 27 42 {.SD 7D BO 25 1 0.96 1 80 1_0751 1.684 4.D25' t .11761 .0841 1 1.029 497 12801176' 111_! 73 1 49 373 ! 210 f 1341 57 5 1 7 .l d l .' -9 45 1 .66 701 66 0,98 50 1.07981.0925 2.7u8 .0799 .0925 0.768IL342119211231 55 03 648 258_ i4- 32 64 47 30 n 1_.19 29 1,42 571_75 24 1 1,22 1 6:7 09871,114115.471 I__._- _- 1.09871 -1121 5.471 i675138C1 243 151195 TC 1_7 1 285 1821 11 = 7114b 1.17_ 30 471.601.191.0( 24 1 1.22 15D .16381.12291 3 676 1 .1038 1 .12"28 3.676 j'Se ! 251 i 631 11;.163 T 64 1356 ! 41 1'13 L 8z 1 -3 1 LB I 1 1 .19 I :!) 43 581 76 Soe Loa:1 Table NOIes. Pipe 7. 0 -34 IIIIIIP0033\ Active Fault Near - Source Zones This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16.5 and 16 -T 0 -34 California Department of Conservation Division of Mines and Geology C V S u LEGEND See e.r,andad le9ena and boez nmp Sh. led e, D e Oie ^- 1re al 1;r1'J.n a 2a . LE B fault Contours G aacasr nonrnwl air;;arco to mown seismic aourcaa. i 111111goal 5 km 1 ra » . 111, :1` 10 km ALSO _ / CP VI`pl g • 1__ C V S u LEGEND See e.r,andad le9ena and boez nmp Sh. led e, D e Oie ^- 1re al 1;r1'J.n a 2a . LE B fault Contours G aacasr nonrnwl air;;arco to mown seismic aourcaa. 5 km 10 km 15 km 0 5 10 Kilometers 174' Is appro +lte wWl aquar a 1 im Ao9',jsl, ID57 WHARTON AND ASSOCIATES LA'T'ERAL DESIGN AT SIDEWALLS BUILDING A DESIGN LOADS SEISMIC LOADING ZONE4 TA13LE 16 -S ']'ABLE 16 -Q Na := 1.3 Ca := .44 Na 2.5 Cad V:= V = 0.318 R BUILDING DIMENSIONS: LENGTH := 130 FT HEIGHT := 10 FT WIDTH := 50 FT DISTRIBUTION OF LOADS TABLE I6 -K TABLE 16 -N 1:- 1.0 R:= 4.5 Ww := 104 PLF Ww = 104 PLF Ws := [((4 PSF)) LENGTH + 10 PSF HEIGHT] . V 4_5 Ws = 226.173 PLF 1.4 2.8 FACTOR FOR TENSION ONLY BRACING USE HORIZONTAL TRUSS TO CARRY LATERAL LOADS TO SHEARWALLS FIND MEMBER FORCES L:= 25 FT 3 BAYS OF STRAP BRACING, MINIMUM 2 Mtr:= Ws (L) Fcm:= L 5 FT 2.3 3.2 Mtr = 23559.736 FT LB Fcm = 753.912 LB Mtr 1 Fch :_ — 102 + 102 10 FT Fdiag := Fcm 10 Fch = 2355.974 LB Fdiag = 1066.192 LB CHECK "C" 4 "X2 "XI8 GA IN COMPRESSION A:= .437 SI Fch 5391.244 PSI BRACED BY PARTITION OK A CHECK "Z'4 "X2 "X 1S GA. PURLIN IN COMPRESSION: Fcm = 753.912 LB Fcm is := is = 1725.198 PSI VERY LOW OK 437 IN 41 J SIZE DIAGONALS Fdiag = 1066.192 LB USE 2 °X18 GA. FLAT C nnn A:= .048 2 SI Fall := 33000-.6- PSI A 1.33 Fall = 2528.064 LB OK DESIGN DIAGONAL CONNECTIONS USE (4) #12 TEK SCREWS AT ENDS 326 4 LB = 1304 LB > Fdiag = 1066.192 LB OK PER ICBO 5202 THEREFORE TRUSSES WILL DISTRIBUTE LONGITUDINAL FORCE TO CENTER WALL V! WHARTON AND ASSOCIATES LATERAL DESIGN AT SIDEWALLS BUILDING B DESIGN LOADS: SEISMIC LOADING ZONE TABLE 16 -S TABLE 16 -0 Na := 1.3 Ca := .44 Na 2.5 Cad V:= V = 0.318 R BUILDING DIMENSIONS: LENGTH := 280 FT HEIGHT := 10 FT WIDTH:= 50 FT DISTRIBUTION OF LOADS TABLE 16 -K TABLE I6 -N 1:= 1.0 R := 4.5 Ww 104 PLF Ww = 104 PLF Ws:= [((4 PSF)) LENGTH + 10 PSF HEIGHT] - V 4 -5 Ws = 445.051 PLF 1.4 2.8 FACTOR FOR TENSION ONLY BRACING USE HORIZONTAL TRUSS TO CARRY LATERAL LOADS TO SHEARWALLS FIND MEMBER FORCES L:=30-FT 7 BAYS OF STRAP BRACING, MINIMUM z Mtr: =Ws (L) Fcm L- 5FT -Ws 27 7.2 Mtr = 26610.423 FT LB Fcm = 794.734 LB Mtr 1 Fch:_ — — 10z+ 10z 10 FTFdiag := Fcm 10 Fch = 2861.042 LB Fdiag = 1123.924 LB CHECK "C "4 "X2"XISGA IN COMPRESSION A:= .437SI Fch 6547.007 PSI BRACED BY PARTITION ()Ii A CHECK "Z" 4"X2" X 18 GA. PURLIN IN COMPRESSION: Fcm = 794.734 LB Fcm OKfa:= ` .a= 1816.613 PSI VERY LOW 43i IP: 4 SIZE DIAGONALS Fdiag = 1123.924 LB 4 USE 2 "X 18 GA. FLAT c1r1 en A: =.048 2 SI Fall := 33000 .6 PSI A 1.33 Fall = 2528.064 LB OK DESIGN DIAGONAL CONNECTIONS USE (4) #12 TEK SCREWS AT ENDS 326 4 LB = 1304 LB > Fdiag = 1123.924 LB OK PER ICBO 5202 THEREFORE TRUSSES WILL DISTRIBUTE LONGITUDINAL FORCE TO CENTER WALL 4'-1