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HomeMy WebLinkAbout10179345_602 N. FLOWER - Plan (2)CITY OF SANTA ANA R PLEASE PRINT (doL BUILDING PERMIT APPLICATION WORKSHEE PROJECT ADDRESS:14 A. 7-louw.r 61. «.SUITE: USE OF BUILDING:RESIDENTIAL COMMERCIAL INDUSTRIAL ('OTH_5/ 3/2/05:forms/Bldg.ADD.Worksheet SAPIN # 2-0 13 - lo 9 2-9 9 MASTERID# NATURE OF WORK:NEW ADD ALTEFUT. I.DEMO REROOF REPAIR SIGN GMISC NFW/ADDITION/Al TFRATION· 1ST FL. 2ND FL.. TOTAL OF OTHER FLS: GARAGE/CARPORT: SF BASEMENT. YES/NO SF PATIO/ENCL. PATIO: SF RES. REMODEL: SF ALTER/T.I.: SF NO. OF STORIES: SF BLDG. HEIGHT: SF PROPOSED USE SF JOB DESCRIPTION (non-residential projects see reverse side of this application) : Te M r <+ 4t b¥ T 6 441-4 19·w 4 6 7 4 bt u 'n BUILDING OWNER'S NAME: ADDRESS:P o. Bnx PHONE NObamly. AM ¥41 4 e,t CITY'STATE: A, A ZIP.19%*6NAL 6 (jut 417(139 TENANT'S NAME (Comm/Ind)PHONE NO: CONTRACTOR'S NAME: * 600,1 -Ptit|vdk STATE CONTR. #:LICENSE CLASS:PHONE NO: C 61 14 453 4005 ADDRESS:CITI»STATE:ZIP'4 143 1-eAM P |1 0,4 6\0 d \*FO GA-1 614 4/7 60 WORKERS COMP. POLICY#:EXP. DATE:INSURANCE COMPANY:SANTA ANA BUS. LIC. #: ARCHITECT/ENGINEER:STATE LICENSE #:PHONE NO: ADDRESS:CITY:STATE:ZIP: CONTACT NAME:PHONE NO:020 248.-72-0 4 E-MAIL ADDRESS: V' I K-K-, n /1 04- Ity 9 8 V\00 6004 OFFICE USE ONLY:ACC OR SPC (CIRCLE ONE)HRS PER BLDG. FEE $ OCC. GROUP:RECEIPT #P/C FEE PD $ TYPE OF CONSTR:VALUATION: $SUBMITTAL DATE: FIRE SPKR: YES / NO A/C: YES / NO FLOOD ZONE:PROCESSED RES. DEV. FEE: YES / NO PRIOR DWELLING UNIT: YES / NO COMMENTS: PLANNING OK TO CHECK & DATE BLDG. DEPT. APPROVAL & DATE PLNG CONDITIONS: PLEASE CHECRALL THAT APPLY TO YOUR PROJECT JOB DESCRIPTION CHECKLIST: f4"·I , 0 Additional sQuare footage U Awnings £ Canopy E Chrd readers U Ceiling work El Change of occupancy (use) E Disabled accessible (H/C) restrooms U Dust collector ...El Elevator shaft ,/.-L./ » E Exterior doors or windows U Equipment pads U Interior demo E Kitchen equipment 01 Partition walls E Rated corridors Rated shafts U Roof mounted equipment U Security bars U Screening for equipment U S-kylights - . 1El Stairs El Storefronufacade improvements U ·Storage racks or shelving over 5'-9" U Walk-in coolers ITEMS REQUIRING SEPARATE BUILDING PERMIT APPLICATIONS: m m m m m m Block wall Complete demo Fence Fire signaling system Fire sprinklers Flagpole Lawn sprinkler system Light Standards , . Rarking lot paoing Parking lot striping Pedestrian protection Pool/Spa Signs Spray booth Temporary power pole Trash enclosure 44€53511403: holt G.,2133 · 1 33619 gly' r.,r /n h rn .f,5. 9.90 L i './ 1 j .4-111 0000000 CK/)/0(X)0)0(/¤K) - --0 anC-'31 na r-' /1 l -1/n f r hr-'· r-Nr /»pnn' hr- -'rh rn/737> I - '77,7.45,9,17,YY.1-,Ym' A ..imdEFVCNT#*Snout writ'en perinission from Q 00000000000000006*01 --FR:an ard stacific#*inrpt F?'me '' > I,, tj .................... *f4966:323 42. AL y alluy UJUwa.©. »C *Luu e.b.Jo 9L tc>0>»7_1 A ...ppoe. . I Ezz- -;-- n-I.2/0./CIPLE--1-- lue»gy\·0:9- »1/ c== 1 34'7 e" 6%*n-\" P '. 1J 'J U ' 450·u b 6-6 0-u\,u: .**9..1-49,6015 N . FLOWER_- n --- 42'-2_1_„ 16 Ell"'ll)Nilltllinliltl][l,l,t -1 - -10'10'--1 z 40'9- r R' "111"11"i:,9 l Ei "11110"1111.19 22'TRUSS LE-D 11 1 11 „ 111 17'-9.. ... ..0919 :- 18' TRUSS LEGS - 4' HIGHER THAN REST - \OF STRUCTURE FOR 7 E- DOWNSTAGE 40' r--10,10- lilill Int 11 1111'J[Illili'1113,1 - 8 - = 0911 : 7 Er-*. - 4 - CNI OLD.. 3'x36' 11 BSE PLATEU CO 36"x36" WEIGHED BASE PLATE 40'-6 1-„ 16 FRONT VIEW MACCABI STAGE 32'x40' WITH WINGS 120' 34t23" 44'4' HIGHER THAN REST 8OF STRUCTURE FOR DOWNSTAGE 40' 22' TRUSS LEGS 1 = [ll 11 11' [10 "•111 Ill]00111 "In 1 N I I-2- C- :-30'=. - O = = =r 111 ..1 1 0117-1--LTPULPK 411[--1 1 4 .f --f- 7--tr 16:Ii -I--- infj -ff - it )°i- · : - T 1TV I 1/ 1- -1 -20 /\36 x36' ROUND-STAGE WEIGHED BASE PLATE 20'12- ,-20 32' #NoriI STAGE LEFT VIEW MACCABI STAGE 32'x40' WITH WINGS 76' _ZpASE PLATE _/BASE PLATE .21 |0 111 "J[R Ill Ultll Ill R 1 1 -11_L.U.11 LZ.1LFSTAGE 32x40 @4' CO = - 0gl----2 - -05---_ 4%>2 un -- -DE G I.- - 18'TRUSS LEG Al"AlibNEISHED BASE _N- / n--_55-LEG_ 18'- = -20' 1 11 111#IN 1,1 Mil,1.ITTIFT I WING 20x20'@4' _ WING 12x20'@4' _ WING 20x20'@4'= - 40'rz-1 .Z L ST,IGS Salvls ' 2 ' ' ' • 1 9 , , , n il 1 1 , , I n M 11 1 1 1 11 11 0 1.1 1 1 I 11 1 1 1 11,12.10 1 1 1 11 I l i l i 2 1 20' HIGH TRUSS ON 4 =L--\36"%36"\SPAN - - WEIGHED BASE PLATE 4' HIGHER THAN REST OF STRUCTURE = rE -055-[EG-= /-21 I.Il I I I U 11 i I I lilli/I -8'-E r -10'- / 20' TOP VIEW MACCABI STAGE 32'x40' WITH WINGS 36"x36" 120' 36"x36" OP ID: RLACC)RD DATE (MMIDD/n17)CERTIFICATE OF LIABILITY INSURANCEr 4 07/30/13THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THISCERTIFICATE DOES NOT AFFIRMAnVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIESBELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTIUCT BETWEEN THE ISSUING INSURER(S), AUTHORIZEDREPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject tothe terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to thecertificate holder In lieu of such endorsement(s). PROOUCER Redlands Insurance Brokers 1672 Plum Lane Redlands, CA 92374 Gareau Insurance Services, Inc 909-792-9190 &9 Rose Gareau 909-792-9195 1;0211. Ext t: Nkss: rg@redlandsib.com PRODUCERCUSTOMER ID#:GCEVE-1 FAX (A/C, No]: INSURED G & C Event Productions Interactive Games & Creations 1467 Lidcombe Avenue South El Monte, CA 91733 INSURER(S) AFFORDING COVERAGE INSURER A:Scottsdale Ins. CO. INSURER B :State Compensation Ins Fund INSURER C :Essex Insurance Company INSURER O : NA]C# 41297 35076 19437 INSURER E : INSURER F :COVERAGES CERTIFICATE NUMBER:REVISION NUMBER:THIS lS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIODINDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THISCERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS.INSR ADDL SUBR POLICY EFF POLICY EXP LIR TYPE OF INSURANCE INSR WVD POUCY NUMBER IMMIDDA"m) IMM/DDA7Al UMITSGENERAL UABILITY A X COMMERCIAL GENERAL LIABIUTY --- CLAIMS-MADE OCCUR GEN'l AGGREGATE LIMIT APPLIES PER:-*-1 poucY F| 528 [| LOC AUTOMOBILE UABILITY ANY AUTO _- ALL OWNED AUTOS ___ SCHEDULED AUTOS HIRED AUTOS NON·OWNEDAUTOS BCS0028561 08/09/12 08/09/13 EACH OCCURRENCE $ DAMAGE TO RENTED PREMISES (Ea occurrence) $ MED EXP (Anyone person) $ PERSONAL & ADV INJURY $ GENERALAGGREGATE $ PRODUCTS -COMP/OP AGG $ $ COMBINED SINGLE LIMIT $(Ea accident) BODILY INJURY (Per person) $ BODILY INJURY per acadent) $ PROPERTY DAMAGE $(Per accident) $ 1,000,000 100,000 excl 1,000,000 2,000,000 2,000,000 $UMBRELLA UAB OCCUR EACH OCCURRENCE $EXCESS UAB CLAIMS-MADE AGGREGATE $DEDUCTIBLE $RETENTION $ SWORKERS COMPENSATION v I WC STATU- 1 1 OTH- AND EMPLOYERS' UABILITY A I TORY LIMITS I IERB ANY PROPRIETOR/PARTNER/EXECUTIVE N/A 9013211-12 05/17/13 05/17/14 E.L. EACH ACCIDENT $1,000,000 OFFICER/MEMBER EXCLUDED?(Mandatory In NH) E.L. DISEASE - EA EMPLOYEE $1,000,000 If yes, describe mder DESCRIPTION OF OPEFU\TIONS below E.L. DISEASE - POLICY UMIT $1,000,000 C Rented Equipment IMW12297 06/15/13 06/15/14 Blanket 300,000All Risk Floater Max litem 60,000DESCRIPTION OF OPERATIONS / LOCATIONS /VEHICLES (Attach ACORD 101, Additional Remarks Schedule, If more space 18 required) .CERTIFICATE HOLDER CANCELLATION EVIDE-1 "EVIDENCE ONLY" SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORETHE EXPIRAnON DATE THEREOF, NONCE WILL BE DELIVERED INACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATrVE ACORD 25 (2009/09)© 1988-2009 ACORD CORPORATION. All rights reserved.The ACORD name and logo are registered marks of ACORD Tr,-r-rE Z 10 1120'@41 - IL ox20'@4' g4X 55UAL V/A rl Sdiye iZC PLATE ''©,z,<01#AMH,I APPACULD PLANNING D:SION E 5 i \ 00 / Itt MASTER I.D. 10 13 - G.P h»is f . W lo 9 19 9 PLANNER .44(P Ar TRANSFERRED BY PLANNING INSPECTION REQUIRED: C ROUGH FINAL NO 'fx '@4' NAME (714) la RETAIN PLANS FOR FUTURE R SUBJECT TO ITEMS CHECKED AND IDITICNg@BELOW: 243 01O INTERIOR Ti ONLY -CD IC.1 NO EXTER!OR ALTERATIONS/MODIFICATIONS z - O ALL MATER:ALS TC MATCH EXISTING O SCREENING REQURED O SUBMIT LANDSCAPE PLANS :NDITIONS:Tchf 6+41'C 4+ E 6 +| 4-) 4-1 4 4 -79-0 1 ->11 EM <of j UJ Re D nj 1HOIWA 20' VI EW MACCABI STAGE 32'x40' WITH WINGS B0 ... 4 U...1 56 m.- 4x 55GA 42'-2 1„ 16 4"111"I"111 "IU Ill 'I' Ill 1 E\ -10'109 / 2 40'4 .: \ 1 IllII]CHIIIU lIZE nIII[UU:111/U]2 22' TRUSS LEG- 7, 1 u v , , IR Mi r--10'10'- ... 1 HIM 11. „,r-1 f CABLE GUIDE 18' TRUSS LEGS - 4' HIGHER THAN REST • \OF STRUCTURE FOR - DOWNSTAGE 40' 91 22 m N #¥11 -Ill 16 4, 31"x36 8#SE PLATE 111 ! 11 111 1111 |IN. m im -€3411 211 1 11 /2914. NEZ 111¢ fm 36"x36" WEIGHED BASE PLATE FRONT VIEW MACCABI STAGE 32'x40' WITH WINGS 120' 1 4- C. T Ll U SE COM 1 , 2 -" C- -1 .. O -1 truss ongineertng The ALC Truss S-60 is a heavy duty stackable trussing element, available in 3 basic lengths: tiED ' 81§12@il»119*WSiFID @*.10)*)240 245 SPECIFICATIONS t*DUO cm 150 cm 155 0(21*4£1 120 125 Combinations of these 3 available lengths, enable span lengths every 30cm and up to 20m of length. The loading table gives maximum allowable loading weights for different types of loading cases: 111#1 Uniformly distributed load (fixed load per meter over total span) 1 1 Central point load (Concentrated load in middle of span length) 1 1 1 Double point load (2 identical loads devide span in 3 equal lengths) VE}213 92(i€B ®i*233221368 0€(E) 9aM@® d 9 98 J 9 F® 6,136#,0 D 03ED ((ID- 9 Uniformly Distributed Load Centr. Point Load Double Point Load Weight cap.(kg/m) obsm kg (total)defl. (mm) Onch)kg / point (lbs)kg / point cms) kg 33 14 856 576 2567 7 , 0,27 1284 2834 963 2125 34,5 4 1.8 642 432 2568 7 0,7 1284 2834 963 2126 46 0 to.514 346 2568 9 0.37 1284 2834 963 2128 57,5 @ 10 425 288 2551 13 oi 1275 2815 957 2112 69 9 .an 361 243 2530 17 0.67 1265 2792 949 2094 80,5 . 0 29 298 200 2381 22 o w 1 190 2628 893 1971 92 247 166 2226 27 im 1113 2457 835 1843 103,5 209 iii 2092 34 1.33 1046 2309 784 1731 115 Ud 41 176 tle 1939 39 1.54 970 2141 727 1605 126,5 iE LE 1 50 101 1800 48 1.89 900 1987 675 1490 138 € so 130 m 1689 56 220 844 1864 633 1398 149,5 90 22 112 75 1563 66 2.61 781 1725 586 1294 161 90 26 97 65 1451 77 301 725 1601 544 1201 172,5 Up 84 56 1337 89 3.51 669 1476 502 1107 184 01 Fia 73 4 1243 102 4.02 622 1372 466 1029 195,5 12 =s>64 0 1161 119 4.69 580 1281 435 961 207 %1 56 58 39 1093 138 5.43 546 1206 410 go. 218,5 &0 410 54 36 1071 166 5.55 536 1182 402 .7 230 3003000 - --'" ' ' - - . £141£31:9*- - - LOAD PER METER - 2500 2000 , LOAD t•9 1 Q_· -, 250 ' UNIFORMLY1 · 200 - DISTRIBUTED - LOAD·94/ 150 8 - - -POINT LOAD 7, 4.... 94<-0 ·· d '.4,,. 7t=65 -- 0,.M1000 4- - 1-4.t,-·7.7.-4.j *1 100 8 DEFLECTION ' .I .. , 24.--1L64/9f)53" '.pal, 3.4.aea#.45€ 1 , , 50 - - o 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SPANIM 4 7 3 - 1-3 ' 1828*NEEMJWUMS£66,9 r.STRU *©1<-i} 14-4.. CTURES Element 12 Truss 1 29,7,5, 41,;2 1694:Jkim 1 Par! Nt· Dg.ellpt-On Wl , , j 2. , Uniform Loads Center Pt Load Third Pt Load Quarte, Pt. Load { 1 (132it !1 EJU] 4 . -45F,. ]I 2.4.11 4 ' 0 4104-4 4 --41-1 r·.1. 1 €tf j 'm. 11 *19 :,1 4 2.44.11 4 k (f-to) 1, 1.41 figj. t e il W · r 5 817 4085 0.016 . 2398 0.015 1199 0.012 1182 0.017 10 406 4060 0.124 2372 0.116 1186 0.099 1174 0.136 15 262 3930 0.409 1965 0.329 1173 0.334 · 982 0.389 20 145 2903 0.727 . 1451 0.587 1089 0.743 726 0.692 25 91 2276 1.136 1138 0.921 854 1,160 569 1.083 1.561 2.127 f U, · e 30 62 1850 1.636 925 1.334 694 1.670 463 35 44 1538 2.227 769 1.828 577 2.272 385 40 24 950 2.235 475 1.867 356 2.276 238 12.0" 6.8'1 00.7" 6.8" 12.0" E1210FN 10ft section Bolted connection 52 E128FN 8ft secjon Bolted connection 42 #125FN 5ft section Bolled connection 34 E123MN 3m section Bolted connection 53 E122MN 2m section Boned connection 38 E121MN lm section Bolted connection 23 LDC122N 2 way corner section Bolted connection 26 LDC123N 3 way corner section Bolted connection 31 LDC124N 4 way comer section Bolted connection 35 LDC125N 5 way comer section Bolted connection 40 LDC126N 6 way corner section Bolted connection 44 2.143 Description • External Dimensions • Connection Cenlers • Material Type I Connector Type Specification m 120'w. x 12'h • 6.78*w x 6.78"h • 6061-T6 Aluminum . 5/8„ Grade 8 Steel nuts & bolts I Maximum Certified •40ft Span • Notes •Also available in 12" x 18' wide formal ** TnT 1 PAGE 13 5.:' i D D I Appinclix C Structura] Calculations Light Duty Tru•• Series •'L.'.'11·11·11·••J1.L: 9'8 GANDC PAC INTRODUCTION The purpose of this Report is to determine the Structurni capacity and allowable loads for ren (10} aluminum lighting lusses configurations as fabricated DY Total Fabrieations, Inc. The following truss configurations will be investigated: . Heavy Duty Truss Series ·, 1 Medium Duty Truss Series, t. Light Duty Trus® Series / Par Truss Series . Medium Duty Triangular Truss Series Light Duly Triangular Truss Series · Folding Truss Series (263 1 8x 1 8 Truss Series 24x24 Truss Serias 0. Fold Flat Truss Series The truae@* will be analyzed based on geometly and material property information provided by Total Fabrications, Inc. The description of the trusses was determined from; (1) fabrication shop drawings of me aluminum components and (2) section end material properties per telephone conversations with Mr. lan Coles of Total Fabricationg, Inc. Load charts will·be developed to show the allowable load capacity of the trussas for uniforrnly dktribut•d. central point, third point and quarter point loads. For the ourposes of this Report, allowable loads will be defined as the loads imposed on the rrusses in excess of their seif weight Ruch as; Weight Of rigging, fittings. holsting equipment fights and Noetrical cable, Our calculetions are based on allowable stresses as defined by the Aluminum Association in 'Specifications for Alumlnum Structures/ Fifth Edition. The maximum bok stresses resulting from our analysis will be compared with allowable stresses as defined by the American Instltute of Steel Construction (AISC) Code. Ninth Edition. For a more complete discussion on the guidelines and recommendations for the use.handling. care and future inspection of truss, the reader is referred to the publicationentitled, -Operating Manual for Modular Aluminum Truss and Tower SectionsDesigned and Fabricated by Total Fabrications, Inc." m IiI 4/1.1-1 1 1-1 6 r. 1 'a ANL Il.3 »41.1 1-,0 , I B. .DESCRIPnON OF TRUSS STRUCTURES - The aluminum lighting truss 8tructures are constructed of a series of welded aluminum assemblies connected by high strength bolts. The welded aluminum assemblies are constructed of 6061·Te Bluminum welded with ER4043 finer altoy. High strength bolts are 5/8- dia. SAE, Grade 8 (equivalent to ASTM A:354, Gr. BD) borts. The geometry and section properties for the ten (10) aluminurn truss configurations investigated are summarized on the following pages. 1 ..O-11 '11··L i ANDERSON & ASSOCIATES CONSULnNG ENGINEERS, INC. 1.32 ..LA wl >OSE D.UVE. 3<0(SOWP•LE. it.01®A 3*217 (9044 7!4·7070 94(1904) 731-7771 LIGHT DUTY TRUSS ALLOWABLE LOADS 00lted Connic*on Uriform Lo•di Center Load SpeD Loed Load DeR Load Dell (pif) -(kl) (lbs) L 715· 51 All _ Ph_3 · 767 3*36. 40.015 )307 -P.I--I..- .-'10 381 5889 0.1 17 1 27913 335, TIE .0.395 115136 145 1*i' 2 Tiii [6367E 91 332 TIE mi2 161 TE¥ 1136 -982 ful Bil 13*7 722tz firl -3591 FIE 125r 1.336 1.83 1.87 Ddrd Pl Loeds Load D.R 01) 45 0.007· 333.4 8.1-83 mi ME 5981 0.836 211 Taq11 2168 21 "1 Querter Pt Loads Load Clen (lbs) fin) F,7.1, 417UnR 0.009Izil ir&95 619 2396 366 TiE E PRK 381 1128 333 3145 033 0 ANDERSON & ASSOCtATES CONSULTING e•GBGRE -t,3962 9164 1*w,OSE OuVE.)ACKS©*VUK. fLORIDA .MZ,7 1004; 71 1·7*704 0641 731-7771UGHT DUTY TRUSSALLOWABLE LOADS D. Quarter Point load CapAcky L ·.5,10.40 It E = 1.01·107wd -65 p# bt =73.631 in41 1 1 1 V.3 - t 157 . Mal = 2837 *48* tioh Slmnge, Belt,0Fer 80- up 10 38 R.High Streng# Botted COFne€#Oft M• 1 - 9837 ft-*,s Vd ./: 1.. wd, L --I. Z VL := V.3 - Vi 1% 1 2·V L 3 415·wd·(L·12) ·Ti 19-141,'(L· 12)3aw :. -./.1 384·E-]31 384·E·Ix Wd. Lot 2.11.5.*d (L 12)4· Ti 19·PmL' (1. 12)Mt :m - ML p MIL - Mipm- ' - Amt .a --*--I---- .6-8 1 384·213< 384-E·txP.74 :' if(ht<PEn'PVL'pot) 67£ .2 if{Pi <Pmt, • AVL · 4) L Vat V PVL L FF' P¥-1 [Ti91 03*1 1,El luil [TiulfiFfE 172*I 15331 1*5131li39ZI 1508 1 40 130 1027 Di F-*I 133E 17751 Load Dell. fin) 67 L 0.088 1636I1 IT394ll*I*WI DLF = 0.85 w 1,11 - wl al-DLE w lf'* Wl,1-'DLF 41PliL ': P.li'CILF 03 ·- 61 DUEL LPk , '55.DLF &51. ' &51,·DLFMat:= PIAL·DLP 67L e &71- DLF L m 61. L ·DLF PAGE y r 4130 .. r ANDERSON & ASSOCIATE& CONSULTING ENGINEERS, INC. 3904 VILLA 102 70* barvE, WxsowvitlE, 40*10* 122171004) 71 14978 Fat (004) 731.77/1 LIGH'T DUTY TRWSS ALLOWABLE LOADS C Third Point Load Capecty L = 5,10.- 40 it E =/,01-10' i *d= 63 Pif bc •73,631 1 If j V,2 -785 . k Mal =8837 ft-,5 High Streng# Bolt,d Pot Sparts up to 38 R. Mict, Stiength BoN•d Cor,nocDon Mal -8837 ft-(bs Vt =wd-L 2 3VL Ie ¥12 - Vdt PVL n V L 4vL 3·wd·(L· 12)4--12 23·Pvt,*(L. 12) 384.E·Ix 648·E·tx wd- L:3.Mt 3·wd·(L· 12)4.112 23, Pm£. (L· 12)'·-4Mt , --- M '= MAL - Mdipmt. C -r- 'mt, := 364,5. a 648-E·bt P541.. · e if(PVL <Pfn£ , PVL• Pml.) 8% s if(Pvt<Pof, AVL • 4*L) L Vi V.ITI [iE *1IT81 p 333Fil 149 t7363El 165 [96] E Ill.704j30i. 198 %59 35 ITTil FEi?f |961 655 Mt 20 81 3 83 i323 508 Ei- 993 ITi38 8635 P?13 18330 8106 17842 Ph ask 1@62 2627.752 *f1331 756 0.2151277720 3306TE ,904 33%# EE EL 15*4B mi EEZI ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 1061 vJU.. Wd )05£ DalvE. 1't;CNVRU ¢1.ORMA 17317 1004 '1*707* C®• 004) Dl,7nl UGHT Durr Tnuss ALLOWABLE LOADS B. Center PoJ·rt Lelld Com•¢ity L:= 5.10..40 *E a 1.01·10'4..f wd = 6.5 pif Ix -74 V.2 2185 A A Mal -8837 ft-lb& Migh Stenglh Bolt.d For Spa- up t© 30 fl. lf©n Shngth Bolted Connaction Mal -8837 ft-0,8 Vi := Mil:. wd,L 2 wei, L; g VL . Val. VdLL ,+L Mr M.1.- Mi.Pml 5-wd·(1., 12)4·-1 11 PVL·(1·12)3= 2.vt· 8'fl, ' 384·E Ix 48· E,lx 4·K 5.wd·(L· 12)41}2 ki<L· 12)·3 L =L * 384·E-Ix * 48,8.k ph = if{Pvt 411£.pvt'Pmo 631, ·, if(Pvk, <Pml . avi , am:,) Def!. L Zi. 1-. PVL - Mdi M._, Pmt5 16 769 1537 20 8817 33;il TiE 3 752 1363 81-- 8756 3382 TiE 3-391736 1472 -1.irl 8635 98* 105 3336726142 325 EU 1702 1440 030·BI ilf 388 8923 Tin EE TZEIF 3333 95r TIE 1081 1081 73E16,7 042 Er 986 fiE633 £tim TIE 34¥i -349 549 lilE1--1 1--- 4.-'.-- L__.1 PAGE GANDC r'W·k .ANDERSON & ASSOCtATES CONSULTING ENGINEERS, INC. MOZ VUA SAM 108! OR}VE, ]ACKSOW,UL, FLORmA %1211 04) 711•7'8 P= t-4) 7;•·777! LIGHT DLrTY TRUSS ALLOWABLE LOADS A. Uniform Load Capecity L·e 5,10..40 ft E ·.10100000 pd 0 -5wd -6.5 pif Ix -74 IM Al -0.7361 1 & 1I 1 1 1 Vet -2273 h dx , 10 MAI - 8837 ft,·*. High ennoth 8-0For Span® ue to 38 ILMIgh S-gth Bolted Conneon wd LMal -8837 Mjbs Vi ., -1 wd.13Mdt ·r ._3- 2· V ML./.Mal. *qi Mf. --2-L 5·fwd + twi)·(L· 12)4 - 84. 4 ---EENT-- 5, (wd + wml.l'(L· 12)4 384·E-Ix u,1*7- 'S if(WVLL.Al,•9•*¤6 ) WtaL ·9 wlaL*L diL ·m if®i <vant'&1. Amt Load Load Dell.(1310 (1,5) m)L Vi, 1- Wi ,¥116, Mi wm, w 14 Wlat MS [77] 12231 1664 130 1 ARt,2811 903C 4313 10.0171 El Iii-1 1561 fiE'liBEl [9361 lu'l ImTI 'ili113! Fl lisl 194 fiEl 1*331 DWI 1991 g?Jii /44@Fill13361 ff?61 IN631 10#*1mi;51 110][ilil IBiii Fi991IFTiial[-737 [93.1 FRI Ii35FIORE 31015 [El ME liBil Fl?61 139 I*33j 151951331 mil Imil 6331 1511 i17921 -.-.. 61 - 121- S 2; 9. ANDERSON & ASSOCIATES CONSULTING ENGINEERS. INC. 3•:Z VUA SA)110*MUVI, 1AO<SOW¥140,40*0* 31*17 (064} 73|·10*(*'41 7I1-777/ UGHT DUTY TRUSS STRUcTURAL CAPACITY Dt Detorm Tnms Sheur Capoeity (Cont.) Determine Alle-ble Shear *'r,ima Rail = Pdmn-ain{04)-2 RaIl -2273 1®c Val := Ran, 1000E. Inves60*te Reductions * Sh®*r C*pecitv due to MomenVAmial Lood{Interic*on Mi,noding al Entj of Trus, causes local bendIng en me Chord·Memt,er. Thl• Bend*•g Str- mu,t be combhedMAth A-1 Str-- IN loid -00 where mmdmurn bendng 16 calneklent wlth mo,dumum shear 0.2, CerierPaht, TNrd Point and Quirtir Point Logan). Fbc ·. 1 4.0 ks; CE*eme Fiber Allowable Compredon Sizes® Fbt·, 13.S kni (Extreme Fiber Allo%,mble T•nlic• @trago)99=/al st- 21 S 1 = 0.325 ir,3 Th•f®eer.:Ma :t Fbe>SI Ma -4.388 ir.461* ini\ 12/ Pa,NX r PCOr Pmax = 3 302 Idf (Mox#num Force aDowed In Chord Memb•r * Controlled by the Weld at theChord to Vertical and Horizontal Nemb-)Pa i Pt Pa - 8.099 b®* (Majdmum Alow,able Force • Chafd Manther in Weld Nfected Zone) ommid .0 3.861 in, (Mi.no,*tg al Ir,te,lor Node) 1. Dat,rn,01® Alowable Shear for load ca- wh- mmlimum ber•*10 1, colneidentwith m®NUff, Cheir(Cs- P- Ind Thi,ti Point Loa¢*ng Conaor•) M .2 :\1 - -P;-44,-M.M-1.515 in·kips miwgid· sinfed)Pdmn = 0.555 It*§ Rall :• Pkman(ed),2 Rag =0.783 kips V.2 2 Ran· 1000 2. Deleftnb,e Alow»bl• She,r for load eases wriere madmum sh•*r ocou,B nearer to suppoll than m=!mumben*,0 (Quarler 00:nt Los*10, M @ Maidmum Shiar Point - 0.75 Mmax) M -2.233 h.1** Pdmb ·c M mnmid-891(08)Pdmn =0.818 NP® 1411 ·= Pdmn-am<Gd)·2 Rall = 1.157 kips V.3 ·c Ral!.1000F Delarmb,e Weight of Trums Mimber Chareb:Wt, t (10·111-4.Al·0.098 Wt,-34,636Verlic- Wiz < (0·667·12)· 10·A2 0.098 WS = 2.695 Wt j :, (0.667, 12)· 4.At ·0.098 Wtf = 2.31Hertzont,ki Wt,·- (0,667·12)·14+At-0.098 Wt,-8.08601•oonsts.WF . (£412,42·0.098 W.4 -4.574 Total --·1.15=6.OUS Swt 10 2/21/3/ut"£61MS#ALOGI wd .6.5 pIf PAGE i 4 05/'21/201'2 11:06 A.-,Ad€=:AFAg bANLK :-'MUC ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. J';OfVUA Wd JOSE DRNE Matsowvul AORIb. 33.217 (004! Nt·»70 fa (RM) 111·7771 LIGHT DUTY TRUSS STRUCTURAL CAPACrrY D. Dotonnine Tflas Sheer (*pneay (Cor© 1. Check Lecal Bucldtng ort 1 Dia. (1/8" Wall} DIagonal Ld. 8 maced) 12 -1 1.318 rk -0.313 Therliera:&2 036.218 ro Al =0.344 Fal .20.2 - 0.126,2 Fal: 51000 /1-,12 Fa . if<66.Pal,Fal Pa = 15.616 Val Fa £ 12 4. (Wed Aneoted Zone) Detarmin• Alowable Fere• •, Diagonal Pd·= if(F•<12.FA·A2.12·Al)Pd -4.123 kipe 2 Check Weld @*tween Diagon•/ and Chord Member Determbe Lmolh of Weld: d. 1 d A:t - 2 D :• 2 @d -0.783 0 ·, agin ·2 4 -1.047 \D/=c< ed)1 = 0,703 b:= M.4 b =0.524 A Lw ·= a * b.3 ·42*-b-1 Lw - 3,87 1 Whem:tw • 0.115 1/8' Weld DetemUne Akwable Fore• At Diagonal Mimber FW ·, 3 ke (Allowabl• 9-8 41 W•Id> Paw = Fw·L-·0.707·rw Pdw= 1.711 1*8 3 Check MI,no-,0 st End M Trues M*noekig st End of Truga caulas local bandne an ele Chord Member Ftc =14.0 Imi (E*trsm* Fiber Allowabl, Comp,-lon mr-) Fbt · 13,5 *81 (Exnme F:ber Alowable Tenelon *tres,)Qi/,m,;le Il51.. -.Sl =0.325 ina Thereele·MA · 2 ™ 8 1 M. -4.1951 *1®0/Dli -1 Inmend . 3,861 in. (Misnodhg •t End of Truse)M . 14 MPdmn :,5 - .. amend-gif,(4@d)Pamn - 1.608 1*,8 gmme -- r'Mist =•Jrtt ·1 L"·. ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. 3,61 VIU.A ;AM }©SE DR;WL 1ACIOONVILLA FLORIDA 32717 (9041 n#,7070 N (904751·7771 UGHT DUTY TRUSS STRUCTURAL CAPACITY C. Comidar Lateral Stabmt, CGlobal Bueklino) AS = 2.945 in2 ly =73.63 I *4 9 -5 in 5/ter-* Spen whor» Late,al St.bly becomes e (mw#*rationMembe, Senil,0 Capeelly & controlled by the Wild st N Chord to V•flical and HofizentalMemba, Pew = 5.302 190%Fz ·/POW AI Fg =7.201 kei Naw detmmkte alowable moal guals for various unbrae•0 len#e 510D0P•(L) ·=. Imi M.(L) ·•Fa(L)·Al·dx·Z *-telps Pa[360) '•9.839 30 ft Ma(360) a 12,073 lj' F•(372) -9.213 31 R M•(372> - tl.307 F•(384) -8.647 32 ft Ma(384)=10.6 1 1 F.(396) =8.]31 33 R M*(396) =9.978 F&(408) = 7.659 34 R M.(400) =9.399 Pa(420) =7.228 36 ft M•(420) -8.87Qigh•Litmt--1Con"oll Pa(432) -6.932 36 R M.(432) -8,384 P,(444) =6.468 37 ft Mi (444) = 7.930 pa(456)= 6. 132 38 R M.(456) = 7.523 17&(468) -5.821 39 ft M:(462) =7,144 F.(480) = 5.534 40 *Ma(480) .6791 2.]U. iymmnor. Later,1 Stab*ty (Global Bucling) * not g consideration for V e LIght Duty Trum St spene undif38 feet 1-ever the Moment Capaolty must be r•ducad for epar• excledng 36 feat Mew E g.837 ft-kipe may be 11*ed ler 881,1% up to 38 ft. O. Determlne Trums Shear Capacity r-- 1'! Dia. (1/'8" Wall)Capac#4 M Ezi ShearE- 1 '-8,7 -1.--1.-8., deten„f„•aby' forte on letm•Mmum al-We1 i 1 t....1 Dkagonal 1 .r.<1 T--7 '1 712 i. 3.861"1 1 450' 9- *-2' Dia (1/8" Wall) &:•,r , r, ANDERSON & ASSOCIATES CONSULTING ENGINEERS. INC. 390% VILA 1,- 109 ORM. MOCIONVIUA R,OE:DA $22: 7 1*04 111-NI Re *064 n,•7771 UGMT DUTY TRUSS STRUCTURAL CAPACITY 4. Cheelt 1 /r Wek, st 3/8' G«*met Plato to UD 5.813 Lp -a -• 0.913 In 2 Lp= 3.71 A tw ·e 0. 215 /01/00 W•kil Delirmine Allewabli Force At Chord Member P, .= FwILP.0.707·tw-4 Pp -6.574 kips kam.ns The Weld at *e Chorci %0 VerMeal and Holizefttal Memben Cont-ols ·82 Member Bon*,0C.*19,! Where:dic e LD Cente,Nni Chord Dirn-lon 14ew . C Pew·dx· 2 t2 Mew =8.837 ft-1®S 8: Ch•nk Conneclian Berdng Capacity Check Capmetty M Mioh St,eng* Bolted (5/8' da, SAC Gmde 8) Connedon Pbolt ·. 15 2 » ( Pbok = 0.33Fu * Ab c 0.33* 160 10* 0.307) Where:db -6.75 Centmllne Bolt Dimermlon Pbolt *·2M.b ·: .M•b =17.112 SUM£UD The MImbe, Capedty Cont,* for Ae High Strengah Belt C)*Gion R'*08 HIghs#:»,pel aoR Mew = 8.837 ft-kips tah St,Ing», Bolt Deeign Mat / Mow· /000 7 --i,321-1 - C 4 -1 ·21·11'.1 ·11 3 ANDERSON & ASSOCIATES CONSULTING ENGINEERS, INC. me VU• SAN !OSI ORM'G 14000'"RiA, IUMA miNOON 731-7,1 •-(904) ni-yrn UGHT DUTY TRUSS STRUCTURAL CAPACITY A. Check Member Ber-0 Capacity 1. Chick Local Bual*no on 2- Dle. (1/8' WRII> Top Chord Lc -20 O .0.664 Thomfore:M 15 30.103 Le AAt =0.736 Fal ·* 20.2 - 0.126- rI 51000 /Lo \I?82:- -b ·= ift - <66.F•l,F,2 Fa - 16.407/9\2 91\rl f Fa =12 •:sl (Wald Affect»d Zone) Datermine Allowable Force In Top Chord Po :- *Fa<12,Fa·Al. 12·Al)PB 28,836 Idpe 2. C#10£* Net Teneion on 2- DIa. (1/8' Wall> Bottom Chord At- 0.736 Therefere: Ptl. it ke (Wold Aficted Zone) Pt ·=Pt· Al Pt = 8.099 1®B 3 Chock 1/r Weld K Chord to Vertical and Mottzoneal Momben e = 900 iI END «DU k d=2" ' 111 1147 1- 0/2 -90°SIDE Detennhe Length of Weld. End Membert ors 2'41 - <1¢8* Wall) Lw·-.2.2•2·1 Ltv = 6 A.Whor.:tw:• 0.115 in (1/8* Weld)Determine A00-ble Fore® It Chord Ombar Fv· r 3 kwi (Allowmble S- at Weld) Pew . F.,Lw-0.707·tw· 2 Pew= 5.302 Idps gEMIND -0 rr ,,,IJAINUL bAf\{DIC PAGE 10/ ANDERSON & ASSOCIATES CONSULTING ENGINGER@, INC. 3962 V LAA 1• 111 (SE ORM, }ACIGONVUE, ACRUDA = 11 (0041 n l .7,70, 064) 73 LT,71 UGHT DUTY TRUSS ALLOWABLE LOADS D. Quarter Paht Load Capedty L ·• 5,10..40 ft E m 1.61·to' wd -6.5 pif Ix =73.631 V.3 = t 157 . Mill -8&37 1618. Hiah Strehoth Beltid For Spans upto'36 R 4 Strer,01 Bole®d Cor,nec#en Mal = 8937 filks vat ;.wd,L 2 Vi, :z Val - V PL 2· VL 3 ' 5, wd·CL· 124· 384.8- 4 Ti 19PV(L· 12) 384·E·Ix wd IP 2-WL 5.wd·(1.·123'·· !#Pco'(1·12)'MAL ', -r- M2 - MaL - Mi,mt. := 17 Amt .' _ - 3*+E-!ic 384-E·Ix MaL:, if(ht<Pui'PVL'Pmt.) 44 - *Pi #=t· avi,am£) Defi. V1 2 54 0,= al 5 111At 0.011' EBEN]]08 7391 f83-- *33 118 95; BIFF1/2 3ii 337 Bil ./li iii 3301T376TiT508 · 8530 21 E 211039 706. 731 8136TEE- 633 Si10276/4 fl'it.1 -IN....... _240 j 5401 DLF·.0.83 .1.L .= wlaL,DLF WiaL M Wli'DLF 4£ 2 611'DLFPlaL :. P311'.DLE 61 ' Ale DLF 2581. ..Ps.£,DLF 4 '- 43CDLF2741. = 7784 DLF 67L ' 47L'DLF t i 4. •r -1 1 I .... 'A -* 11 1-4 »696 . 3927--- C , b