Loading...
HomeMy WebLinkAboutX2019-0271 - MiscCITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: -� �-� C- �� , Date: 9 - \ 3 - 5S Plan Check No.: 06\er Plan Check Engineer: C rcvar'vvou, -- Phone: gLV3- 614) -3 Z8) Applicant to indicate in column at rie'ht where the correction was made on the plans. N Correction s olstkoo �� Cov\Gar-.z Jr �k WU& oursE3L. �Y o":�,, d.Q trO) / �.46- Acfr-, -I-r\ t/a ots\--sc0, ILALALL IJ L� A O — S T J( ex*, 'err., CITY BEAI.H uuitDimu lfli �j AP°0.0'/AL OF THESE PLANS DO Y BUILDING IN VIOLATION OF ORSI • _1 l es2A AM.• C V o \ S . iirr Ro;I r -T . . AI. DC. 1NiZ " .S tea.' — a 41 , c`;Wu k:CEWiTHCl1 kFa AWE TT THESi411C ' • r: ALL thLDII1G. AND ZONING ()Hu • i tEO, NS • • c • rS THE RIGHTTOREQUIREANY REI''SE1I',E PUIIbING STRUCTURE, OR ILTMN IF NECESSARY TO COA NDPI�I - CI a. •. _ ____ j\ U c pkICANTS ACIUl01YIIDGEMENT. tr!RTM,ENT P ..WOrcr.b -ERVI _ 4.0 SIGNATURE) .�' �[��-''\�1 Y-�. VL-.4 t/..d�' U J ••�. 2`i'•i Ul A 3 -)4o4_0 w;,zA.,/3A cram to - `0\A jc-haa< IOC_P ; �o (� \ ow\ 0-• o. r dCco Afln t oLe a,„, to C�c cP-4/J 1 `yCi. c� \A...an,A\ev\. I&I-cr\ -s ec-c awe» ` >0t L,Je1\a- ��_ \L. AJ,ti o L 8 CM-p Cp-nev4) Location on Plans R IMPLIED CONSISTENT BEACH. WI ESPECTS, III ND POLICIES. ERAIITTEE TO HE E PLANS WITH INS e-maiL• mb_blg@utynewport-beach.ca.us 'ms\plckreport1-01c webpage: wwwcitynewport-beach.ca.us/building PBC Job # B-2255 CAY OF NEWPORT BEACH BUILDING DEPARTMENT APPROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED AUTHORIZATION TO CONSTRUCT ANY BUILDING IN VIOLATION OF OR INCONSISTENT WITH THE ORDINANCES. PLANS. AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS APPROVAL DOES NOT GUARANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, IN TryO�MPLIANCE TY OF NEWTH WPORTY. BEACH DIN. AND ZONING ORDINANCES, PLANS ANDRESER ESTHE RIGHT TO REOUIREANY PERG TTi EIES. TO Parking BoothRsa n panyG STRUCTURE OR IMPROVEMENTAUTHORIZED BY THESE PLANS BEFORE, DURING OR AFTER CONSTRUCTION IF NECESSARY TO COMPLY WITH THE ORDINANCES, PLANS AND POLICIES OF THE CITY OF NEWPORT BEACH. 40764'PLICANT'S ACKNOWLEDGEMENT DEPARTMENT SIGNATURE PUBLIC WORK$ GENERAL SERVICES FIRE (SIGNATURE) DATE GRADING ELANN'!NG �1 E./MP Structural C*ulations July 20, 2004 Dean W. Briggs P.E. APPROVAL t0LSSUE/ ..O C DATE:I 0V .7 Briggs Engineering Inc. 1800 West Overland Road Boise, Idaho 83706 Phone (208) 345-2881 Fax (208) 345-2950 Structural Notes I. Gravity Loads. Roof Loads: Live Load : 50 psf Dead Load : 5 psf Total Load : 55 psf 2. Lateral Loads. Seismic Zone: 4 Wind: 70 mph, Exposure C p = 12.6 * 1.3 *1.06 = 17.4 psf Manufacturer requires use of 30 psf. Wind governs over seismic due to the negligible weight of the structure. 3. Material Properties: Structural Steel: ASTM A500 Tube Steel (Fy = 46 ksi) Steel Plates and sheets ASTM A36 Steel (Fy = 36 ksi ) Anchor Bolts: ASTM A307 Welding: All welding to be performed by a certified welder. Use E70XX electrodes. Pa*ingbooth,XLS CLIENT: PROJECT: DATE: PROJECT #: Roof Framing Deck BRIGGS ENGINEERINt39i1c. Parking Booth Company Job#82255 20-Jul-04 40784 Maximum Span, ds = Deck Gage, dg = Deck Thickness, dt = Live Load, LL = Dead Load, DL = Moment(Deck), MD = Flexural Stress(Deck), F80 = Allowable Flexural Stress (Deck), FBDA = Stress Ratio (Deck), SRD < 1 OK Joists Joist Type TS2x2x.083 Moment of Inertia, I = Section Modulas, S = Area, A = Maximum Span, js = Tributary Width, twj = Load per foot, w = Joist Moment, Mj = Flexural Stress(Joist), FBJ = Allowable Flexural Stress (Joist), FBJA = Stress Ratio (Joists), SRJ c 1 OK Anchorage Booth Height, BH = Booth Length, BL = Booth Width, SW = Booth Roof Area, BRA = Horizontal Wind Pressure, WP = Horizontal Force, FP = Uplift Pressure, UP = Uplift Force, OF = Number of Bolts per Side N = Moment, M(Booth) Shear per Bott, Vboft = Tension per Bolt, Thou = Check 5/8"diameter x 5 inch embedment HIM Hy150 anchor bolts Allowable Tension, Molts = Allowable Shear, Vbotta = 4395.00 lbs Stress Ratio < 1.33 OK 3025.00 lbs 0.38 0K Check 5/8"diameter x 4 Inch embedment Hllti Kwik Bolt II anchors Allowable Tension, Tbolta = Allowable Shear, Vbotta = 1870.00 lbs Stress Ratio < 1.33 OK 3330.00 lbs 0.69 0K 14.00 in. 16 gage 0.0635 in 50.00 psf 5.00 psf 106.39 lb -in 13.19 ksi 27.00 ksi 0.49 0K 0.391 in"4 0.391 in"3 0.638 in"2 3.67 ft 1.33 ft 73.15 Ib/ft 123 lb-ft 3.78 ksi 33.00 ksi 0.11 OK 7.50 ft 7.67 ft 4.00 ft 36.77 ft^2 30.00 psf 1725.75 lbs 25.38 psf 932.95 lbs 2 bolts 6472 lb-ft 431.44 lbs 1042.18 lbs Page 1 FA3 UNDEFORMED SHAPE Y 3 MINIMA X 0.000E+000 Y 0.000E+000 MAXIMA X 3.833E+000 Y 7.170E+000 1 Tmr NOTES : JOB ID: ASSI Security PBC B-2225 BEI 40764 RUN ID: Rear Elevation 4 - PROGRAM : General Frame Analysis v2.05 -============ = __ _____ Briggs Engineering, inc. JOB : ASSI Security PBC B-2225 BEI 40764 TIME : Wed Jul 21 4NO. RUN : Rear Elevation __________________ JOB NO. ------------------------- ----------- NODALINFORMATION ________________________________ NODE NODAL COORDINATES I N F O R M A T I O N ----- ---NO-_ X Y SUPPORT CONDITIONS __________________ CODE PX STIFF PY STIFF ---_-------' M STIFF Units Ft - t K /In K /In K -In /Deg 1 0.000 0.000 2 0.000 F 3 3.417 0.000 7.170 4 3.833 0.000 5 3.833 3.417 F 6 3.833 7.170 ELEM ELEMENT -==I=N=F=O=R=M=A=T=i=O=N=====----------- NO NODE -PE ELEM BETA -NODE LENGTH PROP ELEM INE PE N ----- ANGLE TYPE ------------- TYPE -----_____'-'---- ---- HINGE --'---------------- _ HINGE Units : Ft --________'-------- Deg __________________ __ 1 1 2 ---- 2 2 2 3.417 90.00 1 BEAM 4 3 5 3.753 3.833 90.00 0.00 1 BEAM 5 4 6 3.833 0.00 1 BEAM 6 5 5 3.417 90.00 2 BEAM --- 6 3.753 90.00 1 BEM PROP ---P-R=O=P=E=R=T=Y===I=N=F=O=R=M=A=T=I=O=N=====--------- RO SECTION ---- ________ '--N----- MODULUS AREA E ---- DIST Units--------==In2- - /2 ----_=====In4====------ 1 TS2x2x.083---Ft--=-=__ 2 Fascia Beam 2.9e+004 0.636 2.9e+004 1.33 12.1 0.391 ELEMENT 2EC LOAD LOAD LOAD -==I=N=F=O=R=M=A=T=I O=N_________________ _ --T LOAD DIST - --- NO CASE TYPE SYS SPEC •---------- --DIST ------------ _ - PX Units : Ft/Ft Lb/Ft ===Ft -Lb /Ft scription : DL ement List : 4 Description : Wind Element List : 1,2 3 3 i1NIF GLO FRAC B escription : Wind lement List : 5,6 4 3 i7NIF GLO FRAC B ,DiggPROGRAM : GeneralFrameAnalysis v2.05 s Engineering, Inc. _____________ RUN ASSI Security pBC _as: Rear Elevation B-2225 BE/ 40764 TIME PAGE N 20 ' - - Wed Jul 21 08:4AGE O. NO BSC LOAD LOAD LOADN ELEMENT A=D===INFORMATION ==__________________ JOB NO. ; ___O CAsS TYPE SYS DIST N F 0 R M A T I 0 N__________________ -- _ SPEC - - 1 i==UNIF -= GL0===ERAC==B======DIST---====PX--- _PY 0.00 ---__- 0 M 4 Description E 1.00 0.00 20 42=__________ Element ListLL 0'00 -20.42 0.00 2 2 :UD1IF GLO FRAC B 0.00 0.00 E 1.00 �_0�.00 -204.20 0 -204.20 00 0.00 E 0.00 71.00 1.00 0.00 71.00 0.00 0.00 0.00 E 0.00 1.00 44.25 44.25 0.00 0.00 0.00 0.00 LOAD COMBINATIONS: PROGRAM : General Frame Analysis v2.05_____________ Briggs Engineering, Inc. JOB : ASSI Security PBC B-2225 BEI 40764 TIME : Wed Jul 21 08:49G39N201 RUN : Rear Elevation JOB NO. _____________________'--------------- ----------------------- _________________ _- NODELOADNODAL DISPLACEMENTSNO COMB DX In DY ROTATION Units : In ----Deg--- COMB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 COMB 2 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 COMB 3 : 1.00 X CASE 1 + 1.00 X CASE 3 2 3 5 1 0.0000 0.2526-0.0010 0.0023 2 32 0.2526 -0.0000 -0.2587 0.0008-0.2608 1 0.0000 2 0.4299 -0.0020-0.0117 32 0.4299 -0.0008 -0.0174 0.0010 -0.0068 1 0.0000 2 0 2525-0.0010-0.0023 2 0.2525 -0.0019 -0.2615 3 -0.0010 -0.2594 6 1-0.0000 2 0.4298-0.0020 0.0117 -0.0032 3 0.4298-0.0014 0.0046-0.0060 ---_____ :LEM LOAD NODE ELEMENT REPORTS _____________________ NO COMB NO _SIGNfONVENTION : BEAM DESIGNERS AXIAL MOMENT -____________________ MAX MOM===== DIST Lb Units ---------------MOMENT -AMMO----------____- • Lb --------------------- Lb-Ft - Lb -Ft /In----- -_ Ft 4D COMBINATIONS: AB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 =-- PROGRAM : General Frame ------- J`OBBriggs Engineerin lYsis v2.05 =_____________ ASSI Security Inc• PAGE NO: Y PBC B-2225 BEI 40764 • TIME : Wed Jul 21 08:49:39 20' RUN : Rear Elevation _________.____-- JOB NO. ----- ELEMENT ELEM LOAD NODE REPORTS _____________________= ==NO_-- COMB NO AXIAL SIGN CONVENTION : BEAM DESIGNERS -------------------------- SHEAR MOMENT COMB 2-------------------------------------OMEN___==-= MAX MOM/DEFL DIST' 1.00 XCASE 1 T _ _ + 1.00 X CASE 2 y�_ 7% fl Zarb'' ------- + 1.00 X CASE 3 . nn b' G6l`K� _30.,, COMB 3 1oq,7 1'4 - 124kc' r.- E_g, r 1.0o x CASE 1 G36 • + 1.00 X CASE 3 I.32 r !L.? -i .823 CI-32. 124- 3a 4- 1 1 1-430.4842 2-430.4842 1.5766-1.7858 1.5766 3.6013 2 1-22.0088 2 437.1084 `--712,68 2� -22.0088 194.5014 366.4211 3 1 369.3405 2 369.3405 435.6751 -711.0607 193.0681 363.1471 2 1 2-430.4842 3 430.4842-5.5029 5.2198 -5.5029 -15.4325 0.0015 2,38 2 2-311.4279 3 -311.4279 235.6965-187.2510 203.9661 3.32 197.3001-0.0312 2.28 3 1 2 7.0794 5 7.0794-0.0000-1.6185 -0.0000 -1.6185 2 2-41.1951 5 -289.4191 553.6720 -41.1951 -289.4191 -555.6714 3 2-47.6310 5 -289.4191 555.1434 -47.6310 -289.4191 -554.2000 3 2 79.9214 3 240.6991-191.9962 216.0041 3.39 79.9214-25.7639 211.3296 -0.0326 2•28 4 1 3 -5.5029 430.4842 6-5.5029-430.4842-15.4325 397.0791 1.92 -15.4325 -0.0030 1.92 0.0005 0.0201 -0.0200 3 3 -25.7639 6-79.9214 211.3296 -25.7639-158.1912-245.0132 -0.0003 0.95 -0.0002 0.0304 0.0304 2.27 0.94 0.94 1.92 3.02 0.81 3-30.7665 311.4279 197 6-30.7665-549.5405 259.3001 413.1922 1.39 -259.0427-0.0029 1.73 6 1 5 430.4842 5.5029 6-430.4842 -5.2198 5.5029 15.4325 -0.0015 2.38 2 5-549.5405 6 549.5405 196.8368 -168.0548 30.7665 259.0427 -0.0321 2.33 PROGRAM : General Frame Anal =______ Briggs Engineering, Inc, Analysis v2.05 JOB ASSInSecurityerinPBC ________________ B-2225 BEI 40764PAGE N20 RUN _-Rear Elevation TIME : Wed Jul 21 08:49:39 20N _________________________________'- JOB NO. : ELEM LOAD NODE ELEMENT--REPORTS -E-P O ---S-- __NO_-___COMB---NO-_-_ AXIAL SIGNONVENTION : BEAM DESIGNERS ____________' SHEAR MAX ---====-=====================MOMENT=========MOM===== =DIST === 4-430.4842 5-430.4842-1.5766 1.7858 -1.5766-3.6013 0.0002 2.27 2 4 _a838 `S9 5-838.9596 389.2341-684.0674 238.0319 387.6166 0.0314 0.96 4-447.6103 5-447.6103 390.6674-685.6909 239.4651 390.8905 0.0313 0.96 3 5-158.1912 6-158.1912 191.8342-163.3096 25.7639 245.0132 ------------- LOAD R E A C T I O N-------------- --- ------------- -0.0307 2.33 NODE NO ---------COMB------------PX------ - -_-_- -- ---Units ------ --_________=====MOMENT ---------- AD COMBINATIONS: Lb -Ft -______ MB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 `B 2 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 B 3 : 1.00 X CASE 1 + 1.00 X CASE 3 1 1 1.5766 2 431.5066 430.4842 3 -435.0711.084 22.0088 712.68421.78 369.3405 607 s a PROGRAM : General Frame Analysis v2.05 Briggs Engineering, Inc. JOB : ASSI Security PBC B-2225 BEI 40764 RUN : Rear Elevation TIME : Wed Jul 21 08:PAGE , 49:39NO.20 JOB NO. NODE LOAD NO COMB REACTIONS PX PY MOMENT 3-390.6674 447.6103 685.6909 1 1.5766 430.4842 2-1.7858 389.2341 838.9596 684.0674 UNREFORMED SHAPE MINIMA X 0.000E+000 Y 0.000E+000 1 MAXIMA X 7.500E+000 Y 7.173E+000 NOTES : JOB ID: ASSI Security PBC B-2255 BEI 40764 RUN ID: Right Elevation 7- 10 10F 12 1 2 77777- ///// 3 PROGRAM ____________________`-_ Briggs S Frame Anal si ________________________ __ 1 2 3 4 5 6 7 8 9 10 11 12 0.000 0.000 0.000 2.830 2.830 2.830 5.830 5.830 5.830 7.500 7.500 7.500 0.000 F 3.417 7.173 0.000 3.417 7.173 0.000 F 3.417 7.173 0.000 g 3.417 7.173 ELEM NE ELEMENTPEINFORMATION - NO NODE BETA ______________________ _________-NODE NODE LENGTH PROP ELEM _______________ _____________eg ANGLE TYPE TYPE HINGE P Units : Ft ________________________- HINGE 1 1 - 2 2 2 3 2 3 4 3 6 5 4 6 6 5 7 6 6 8 7 9 9 8 10 8 9 11 9 11 12 10 12 13 11 11 12 3.417 3.756 2.830 2.830 3.417 3.756 3.000 3.417 3.756 1.670 1.670 3.417 3.756 90.00 90.00 0.00 0.00 90.00 90.00 0.00 90.00 90.00 0.00 0.00 90.00 90.00 1 1 1 2 1 1 2 1 1 1 2 1 1 BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM BEAM Description : LL Element List : 4,7,11 2 2 UNIF GLO FRAC B 0.00 0.00 -112.50 E 1.00 0.00-112.50 0.00 0.00 PROGRAM : General Frame Anal=====_______ Briggs Engineering, Inc.Analysis v2.05 ------ .TOB : ASSI Security IncPBC B-2255 BEI 40764_____________________; RUN : Right Elevation TIME Tue Jul 20 PAGE NO. _______'--------- 17:11:28 2� '--- _ _ __ _ JOB NO. :' PROP SECTION PROPERTY --=I-N INFORMATION _____NO-- DIS --- ___'------------------------MODULUS--------A- ------- MODULUS NAME ---------------- EA Units : K /In 2_____________________________ T 1 TS2x2x.083 In2 In4_____________` 2 Fascia 2.9e+004 Ft Beam 0.636 _________ - 2.9e+004 1.33 0.391 _____ _________ 12.1 -------------------------------------------------- REC LOAD LOAD DIST E LOELEMENT LOAD INFORMATION N--------------'-- ==NO===CASE---TYPE SYS SPEC F O R M A T I O N-_'____ ------- --- -- --SPED-- DIST Description Units--gt-=======/Ft_____________________ Element : DL Lb/Ft Ft -Lb /Ft List 4,7,11 1 1 UNIF GLO FRAC B '0.00 0.00 E 1.00 0.00 -11.25 0.00 -11.25 0.00 Description : Wind Element List : 1,2 3 3 UNIF GLO FRAC B 0.00 E 1.00 36.92 0.00 36.92 0.00 0.00 0.00 escription : Wind lement List : 12,13 4 3 UNIF GLO FRAC B 0.00 23.10 E 1.00 23.10 0.00 0.00 0.00 0.00 ---_=== ___ _ PROGRAM : General Frame Analysis v2.05 Briggg Engineering, Inc. TIME PAGE NO., JOB : ASSI Security PBC B-2255 BEI 40764 Tue Jul 20 17:11:28 2C RUN : Right Elevation JOB NO. : NODE LOAD NO COMB NODAL DISPLACEMENTS DX DY ROTATION Units : In LOAD COMBINATIONS: COMB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 COMB 2 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 COMB 3 : 1.00 X CASE 1 + 1.00 X CASE 3 2 3 5 6 8 0 11 In Deg 1-0.0005-0.0003 2 0.0611-0.0001 0.0515 3 0.0615 0.0002 -0.0518 -0.0518 1-0.0004-0.0007 2 0.0943 -0.0005 -0.00384 3 0.0946 0.0002 -0.001 -0.0010 1-0.0005-0.0009 2 0.0609 -0.0010 -0.0503 3 0.0614 -0.0002 -0.00 -0.0501 1-0.0004-0.0018 2 0.0942 -0.0018 -0.0006 3 0.0946 -0.0001 -0.0005 0.0000 1 0.0003-0.0006 2 0.0538-0.0003 0.0 7 3 0.0536 0.0003- 0.0374 -0.0380 1-0.0004-0.0014 2 0.0942-0.0011 0.0010 3 0.0945 0.0001 0.001 -0.0013 1 0.0003-0.0002 0.0006 PROGfZAIy ; General Frame _______________ Briggs Engineering Analysis v2.05 ____________________ g Inc. _____ JOB : ASSI Security PBC B-2255 BEI 40764 TIME _=PAGE NO. RUN : Right Elevation Tue Jul 20 17:11:28 20p _______________-------------------------------------------- --- _ JOB NO. NODAL---------- r. NOE LOAD DISPLACEMENTS NOD -------------------- COMB - DY ROTATION 2 0.0539 '---_____--- 3 0.0539-0.0007----0.0382________________,. -0.0005 -0.0388 12 1-0.0004 2 0.0942 -0.0004 3-0.0010 0.0030 0.0946-0.0006-0.0002 02 -0.0029 --------------------------- -------- -- --_____________ELEM LOADNODEELEMENTREPORTSNO _________-_- COMBNOAXIAL SIGNSE CONVENTIONMOMENT : BEAM DESIGNERS _____-- _________________HEAR ___ MAX MOM/DEFL DIST Lb LOAD COMBINATIONS: -___-===-Ft _____________________ Units : Lb Lb -Ft /In Ft COMB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 20MB 2 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 !OMB 3 : 1.00 X CASE 1 1.00 X CASE 3 1 1 1 -155.8591 -0.8080 2-155.8591 1.5219 -0.8080-1.2391 1-52.6486 2 147.2217-200.3892 -52.6486 21.0660 87.1304 0.0063 0.81 2 1 2 -153.9067 -1.7667 3-153.9067 1.8022 -1.7667-4.8337 0.0005 2.40 1 89.0414 147.9562 2 89.0414-201.7727 21.8006 88.2568 0.0064 0.81 2 2-154.4861 3 -154.4861 86.0347-57.5497 -52.6369 5.1714 42.6935 2.33 -0.0077 2.12 2-14.5710 3 -14.571087.6408 -59.1881 -51.0307 9.5656 44.8329 2.37 -0.0081 2.13 3 2-65.8402 5-65.8402 103.6124 147.4449 -103.6124 -145.7782 3 3 4-78.3102 5 -78.3102 85.8511 -166.8215 85.8511 126.5317 0.0075 0.93 PROGRAM : General Frame Analysis JOBriggs Engineering, Yais v2.05________________ 9. Inc. _______� ASSI Security PBC B-2255 BSI 40764 TIME RUN : Right Elevation Tue Jul PAGE NO., _________________ 20 17:11:28 20 ----___---- JOB NO. ELEMNO LOAD NODE ---=E L-E =M=E=N=T===R=E=P=O=RsT=S____________________ ____=====COMB- NO _---= AXIAL=== SIGN CO NTION 0 DESIGNERS --- S 3 1 2 ___________________ MENT MAX MOM/DEFL DIET, 5 0.9587 1.9524 1.9524 0.9587 -3.0413 2.4839 4 2 2-64.9686 5 _64 9686 '101.8375 144.6801 101.8375-143.5200 -0.0029 0.60 6 -1.7667 153.9067 1.24 -1.7667-196.3058-4.8337 90.8725 2 3 -64.8284 -52.6369 -0.0003 1.34 6 _52.6369 154.4861 -195.7264 5.1714 101.5995 3 3-53.1836 1.25 -51.0307-0.0004 1.35 6-51.0307 14.5710 -17.2665 9.19.0017 5.7513 513 1.30 5 1 4 5-391.4083 -391.4083-1.2098 1.9775 -1.2098-2.1563 2 4-434.1359 5-434.1359 84.7513-165.0238 84.7513 124.5714 0.0074 0.93 6 1 5 -393.3607 6-393.3607-0.2510 0.3276 -0.2510 -0.6153 2 5-332.2984 6-332.2984 19•7827 -18.9487 19.7827 55.3550 -0.0054 2.38 7 1 6 9 3 5 25.3022 6 25.3022 20.0109 20.0109-19.2465 55.9144-0.0054 2.38 -0.0030 0.61 -2.0178 -2.0178 197.0549 -174.1951 -65.4437 -31.1541 91.4477 1.59 -0.0004 1.55 PROGRAM : General Frame Analysis v2.05 = ___= Briggs Engineering, Inc. PAGE NO. JOB : ASSI Security PBC B-2255 BEI 40764 TIME : Tue Jul 20 17:11:28 20 RUN : Right Elevation == JOB NO. _ ELEMENT REPORTS ELEM LOAD NODE SIGNCOONNVENTION : BEAM DESIGNERS NO COMB NO AXIAL MOMENT MAX MOM/DEFL DIST 2 6 -32.8542 136.5720 2.1715 77.53271. 9-32.8542-234.6780 -144.9875 -0.0003 1.25 3 6-31.0198 -42.5688 9-31.019861.6657 -76.3188 -116.6656 0.0001 2.14 8 1 7-289.2750 8 -289.2750 1.0362 .0399 2 1.0362 .0399 2 7 -122.2948 79.7887 -151.3689 8-122.2948 79.7887 121.2691 0.0063 0.89 3 7 140.6825 78.8467 -150.0045 8 140.6825 78.8467 119.4147 0.0063 0.90 9 1 8-292.9735 9-292.9735 0.8849-0.9843 0.8849 2.3395 -0.0002 2.44 2 8 -338.6056 38.7215 -58.6730 9-338.6056 38.7215 86.7651 -0.0054 2.66 3 8 -72.2660 37.9171 9-72.2660 37.9171-57.77824 84.6383-0.0052 2.66 10 1 8 0.1513 11 -3.6985 3.0242 0.1513 -3.6985 -3.1523 2 8 41.0671-216.3108 11 41.0671-216.3108 -181.29691.1969 0.0013 1.31 3 8 40.9296 -212.9485 11 40.9296-212.9485177.1928 -178.4312 0.0012 1.31 11 1 9-1.1329 12 118.7784 -28.8146 28.1886 0.96 1.1329 -87.8841 -3.0180 2 9 5.8674 103.9276 -58.2224 -14.5822 0.84 12 5.8674-102.7349 -57.2265 3 9 6.8972 12 -4.0528-32.0273 6.8972-22.8403. -54.4829 ,============= ===========--------------- General Frame - "`--______'--- Analysis v2.05 ------------------------- Briggs Engineering,``'"' --- Inc. -- - aaa=aaa: JOB ASSI Security PBC B-2255 BSI 40764 TIME PAGE NO; RUN : Right Elevation Tue Jul 20 17:11:28 26 •---------------- JOB NO. ELEM --E-L=E=M_E _N_T===R=E=P-O-R-T-S-------------------- -===== LOAD NODE ---- NO COMB NO SIGNCONVENTION : BEAM DESIGNERS / --_ DIET AXIAL MOMENT ------------------------------------- -X MOM/DEFL 12 1 10-91.5826 11-91.5826 0.9816 -1.4388 0.9816 1.9152 2 10-319.0457 11 118.7618-173.3333 -319.0457 39.8291 97.6192 0.0056 0.81 13 1 11-87.8841 12 -87.8841 1.1329-1.2371 1.1329 3.0180 -0.0003 2.43 3 10-235.7888 11 235.7888 117.8695-172.0253 38.9368 95.8781 0.0056 0.81 3 11-22.8403 12 -22.8403 79.8664 -82.5531 ______----6.8972 54.4829 55.5126 3.46 NODE LOAD A C --=O==N====----------- R E T I - ----- NO COMB --- PX ----------------------------------------- MOMENT Units : Lb----------- ------------------------ .'OAD COMBINATIONS: Lb -Ft -- "`_____ 2 11-102.7349 12 -102.7349 80.8962-83.6777 -5.8674 57.2265 57.9717 3.50 -0.0066 2.47 :OMB 1 : 1.00 X CASE 1 + 1.00 X CASE 2 OMB 2 : 1.00 X CASE 1 + 1.00 X CASE 2 + 1.00 X CASE 3 )MB 3 : 1.00 X CASE 1 + 1.00 X CASE 3 1 1 0.8080 2-140.8080 155.8591 -1.5219 -147.22152.6486 200.3892 -89.04143 201.7727 PORGRAM : General Frame Analysis v2.05------------ ggs Engineering, Inc. --____=_____= JOB : ASSI Security PBC B-2255 BEI 40764 PAGE NO: R RUN Right Elevation TIME : Tue Jul 20 17:11:28 20' ---------------------------- JOB NO. - R E A C T I O N S ---- NODE LOAD ---------------- ----_; NO COMB -____--- == =MOMENT - 2 1.2098 391.4083 3 -84.7513 434.1359-1.9775165.0238 166.8821 -85.8511 78.3102 5 5 7 10 1-1.0362 2-79.7887 289.2750 1.5009 -7.7887 122.2948 151.3689 3-140.6825 150.0045 1-0.9816 18 91•5826 1.4388 2-118.7618 -118.8618 319.0457 173.3333 235.7888 172.0253 Monday 11 of Mar 2002, HILTI, Inc. ->13RIQOS EN(IINEERINo Page 12 of ; Anchoring Systems HIT HY 150 Injection Adhesive Anchor HIT HY 150 Allowable and Ultimate Bond/Concrete Capacity for HAS Rods in Normal Weight Concrete'.aae' Anchor Diameter in (mm) Embedment Depth In (mm) (133) (54) (162) (127) (191) (168) (254) 7'h (191) (105) (314) (381) to = 4000 psi (27.6 MPa) a RM (12.0) 1575 (7.0) (17.5) 5250 (23.4) (17.5) (54.0) (21.4) (49.0) 4865 (21.61 (51.8) (86.85) 7000 (31.1) (92.4) (119.31 h c 2000 psi 038 MPa) lb RM 2230 (9.9) 4445 (19.8) 1980 (8.8) 8740 (30.0) 2460 (10.9) 9505 (42.3) (242) (72.8) 6700 (29.81 8280 (36.7) (114.0) (115.7) (169.1) HIT HY•150Anowable Bond/Concrete Ca. acity !,n e fa= 2000 psi (13.8 MPa) lb (kN) 2725 (12.1) 4300 (19.1) 6025 (26.8) 2385 (10.5) 4655 (20.7) (42.3) (13.7) 13330 (59.3) (15.3) 8330 (37.1) (69.1) 4845 (20.7) (68.9) fa.4060 psi (27.6 MPa) lb (kN) (14.0) 6285 (28.0) (12.5) 4785 (21.3) (15.5) 6745 (30.0) (59.8) (34.2) (51.1) (103.0) 14865 (68.1) (131.8) (52.0) 18200 (80.9) (161.3) 20870 (92.8) (163.6) is . 2000 psi 032 MPa) a) (kb) (12.1) (20.4) 10220 (44.5) (27.1) (73.3) 8870 (39.5) (51.4) 20430 (130.9) 49990 (222.4) 31250 (139.0) 88280 (259.3) 17430 (77.5) fe s 4000 psi (27.6 MPa) lb (kN) 5910 (26.3) (1372) 45530 (202.5) (80.1) 41000 (182.3) (277.7) 43840 (194.1) (325.7) 28285 (116.8) fe v 2000,ps( 03.8 MPa) 16 PIN) (18.8) 6695 (29.8) 13340 (59.3) 5940 (26.4) 20225 (90.0) 7380 (32.8) (126.8) (108.5) (218.4) (89.4) (140.3) 62830 (279.51 (110.31 (171.7) (342.1) (197.01 (347.1) 771190 100660 114030 (320.5) 1. Influence factors for spacing and/or edge distance are applied to concrete/bond values above,3) and then c0opared to the steel value. The lesser of the values is to be used for the design. 2. Average ultimate concrete shear capacity based on Concrete Capacity Design (CCD) method. 3. All values based on holes drilled with carbide bit (see section 10.4.1) and cleaned with wire brush. 4. For sill plate attachments, see tables on page 73. • 70 His Product Technical Guide 2001 •i41tl U.S.: 1-600-879.8000/ www.usl9tl.mm • FGIs Canada: 1-800-363d4597 www.cah8s.cmr 4.2.2 f0 -4000 psi (27.6 MPa) 0 (kN) (42.1) 8400 (37.4) 14355 (63.9) (46.4) 20235 (90.0) (179.3) 23040 (102.5) 34485 (153.4) 44600 (1984) 88855 (395.3) 35050 (155.9) 54585 (242.8) (483.8) (490.9) (717.4) 12 Monday 11 of Mar 2002, HILTI, Inc. a —>BRIa13S ENGINEERING Page 13 of CZESZI 4.2.2 HIT HY 150 Injection Adhesive Anchor Allowable Steel Strength for Carbon Steel HAS Rods' Rod Diameter in. (mm) 1445-E Standard ISO 803 Class 5.8 7 •0 2.7 1'- 70 47.0 �8! 43.0 2100 k 00 53.v 30.. 1. Tensile Steel strength es defned in AISC Nmtlnei eManual of Steel Construction (ASD): ' orrdnal Area Ultimate Steel Strength for Carbon Steel HAS Rods' Rod Diameter 111125511111 in. (mm) HAS-E Standard ISO 898 Class 5.8 Anchoring Systems MEM Tangle lb MR) Shear Yield Tensile -t�l Tensile Ib iNR) lb pol) lbbheer Held lb OM Stcear �� (kR) lb Iwul lb (WY) m faH! ro (kt1) 5 10 eggg '•SIRfOg50 _..0 _ _ loom 43.4 tEd EMEibill `ttl� •'il 1. Steel strength as defined in AISC Manual of Steel .0 Yield .= Fy x Tensile Stress Area Terede= 0.75 x Constructionet Area = OAS x Fox el Allowable Steel StrengthNeminelgrea green gthf Fux NomnalAree Stainless Steel HAS Rods' for Ultimate Steel Strength for Stainless Steel HAS Rods' Rod Diameter in. (mm) Weld rote) Tensile lb Od4) HAS SS AS1304/316 SS Tensile lb (kN) Shear lb OtP0 1 duel ostr f Steel Constuction (ASD Tensile = 0.33 x Fu x Moraine) Area Shear = 0.17 x Fu x Nominal Area HIV Product Technical Guide 2001 • Heel 1. Steel strength as defined in MSc Manual of Steel Construction (LRFD), Yield = Fy x Tensile Stress Area Tensile = 0.75 x F x Nominal Area Shear =0,45 x Fu x Nominal Area US :1-800-878- . e000 /mvw.us.fres. aim • Hi18 Canada: 1-800-383-4458 / www.®Nld.00n 71 13