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PMT17-00992
City of Menifee Permit No.: PMT17-00992 29714 HAUN RD. Type: Residential Addition �ACCELA? MENIFEE,CA 92586 `--"TW.' "' MENIFEE Date Issued: 04/26/2017 PERMIT Site Address: 33160 BUCKWHEAT RD, MENIFEE, CA Parcel Number: 384-050-011 92584 Construction Cost: $28,002.24 Existing Use: 1 &2 Family Residence Proposed Use: Description of NEW 1512 SO FT ACCESSORY STRUCTURE NO ELECTRICAL Work: Owner Contractor AARON DELAVEGA GARY SPATES GENERAL CONTRACTOR 33160 BUCKWHEAT RD 26611 FARRELL ST MENIFEE, CA 92584 MENIFEE,CA 92586 Applicant Phone:8083479850 GARY APATES License Number: 330476 18333 PASADENA ST LAKE ELSINORE, CA 92530 Phone:8083479850 Fee Description gyt Amount ISI Building Permit Issuance '1 27.00 Inspections not specified 258 258.14 Additional Plan Review Building 129 129.07 Additional Plan Review Building 129 129.07 GREEN FEE 1 2.00 SMIP RESIDENTIAL 1 4.00 New Construction Permit Fee 1 128.81 General Plan Maintenance Fee-New 1 6.44 Construction $684.63 The issuance of this permit shall not prevent the building official from thereafter requiring the correction of errors in the plans and specifications or from preventing builiding operations being carried on thereunder when in violation of the Building Code or of any other ordinance of City of Menifee.Except as otherwise stated,a permit for construction under which no work is commenced within six months after issuance,or where the work commenced is suspended or abandoned for six months,shall expire,and fees paid shall be forfeited. CONDITIONS Condition Comment 1 308 SO FT BLDG.TO BE - REMOVED AA_Bldg_Pennil Template.rpt Page 1 of 1 CITY OF MENIFEE LICENSED DECLARATION property who builds or improves thereon,and who contracts for the projects I hereby affirm under penalty of perjury that I am under provisions of with a licensed contractor(s)pursuant to the Contractors State License Law). Chapter9(commencing with section 7000)of Division 3 of the Business and ❑I am exempt from licensure under the Contractor's State License Law for Professions Code and my license Is In full force and effect. / the following reason: License Class /.� License No. 3 9a f/7 cP By my signature below I acknowledge that,except for my personal residence Expires a Signature� ,//. .,= in which I must have resided for at least one year prior to completion of —'� improvements covered by this permit.I cannot legally sell a structure that I WORKER'S COMPENSATION DECLARATION have built as an owner-builder if It has not been constructed in its entirety by D I hereby affirm under penalty of perjury one of the following declarations:I licensed contractors.I understand that a copy of the applicable law,Section have and will maintain a certificate of consent of self-insure forworker's 7044 of the Business and Professions Code,is available upon requestwhen compensation,issued by the Director of industrial Relations as provided for this application is submitted or at the following website: by Section 3700 of the Labor Code,for the performance of work for which y,,�„�,_leeinfo.ca.eov/calaw.html. this permit Is Issued. Policy q Date ❑I have and will maintain workers compensation insurance,as required by PROPERTY OWNER OR AUTHORIZED AGENT section 3700 of the Labor Code,for the performance of the work for which ❑By my signature below I certify to each of the following:1 am the property this permit is issued.My workers compensation insurance carrier and policy owner or authorized to act on the property owners behalf.I have read this number are: application and the information I have provided is correct.I agree to comply with all applicable city and county ordinances and state laws relating to Carrier building construction.I authorize representatives of this city or county to Policy It Expires enter the above identified property for inspection purposes. (This section need not to be completed is the permit is for one-hundred Date dollars($100)or less PROPERTY OWNER OR AUTHORIZED AGENT xI certify that in the performance of the work for which this permit is issued, I shall not employ any persons in any manner so as to become subject to the CITY BUSINESS LICENSE If worker's compensation laws of California,and agree that if 1 should become HAZARDOUS MATERIAL DECLARATION subject to the workers compensation provisions of Section 3700 of the Labor Code,I shall forthwith comply with those provisions. / Will the applicant or future building occupant handle hazardous material or a Applicant�` /lv�-/V Date — y— /� amixtureamounts s eaified o hazardous material Ma equal In or cation that Guide? amounts sfecified on the Hazardous Materials Information Guide? WARNING:FAILURE TO SECURE WORKER'S COMPENSATION COVERAGE IS Dyes RS No UNLAWFUL,AND SHALL SUBIER AN EMPLOYER TO CRIMINAL PENALTIES Will the/Intended use of the building by the applicant or future building AND CIVIL FINES UP TOONE HUNDRED THOUSAND DOLLARS($100,000),IN occupant require a permit for the construction or modification from South ADDITION TO THE COST OF COMPENSATION,DAMAGES AS PROVIDED FOR Coast Air Quality Management District(SCAQMD)7 See permitting checklist IN SECTION 3706 OF THE LABOR CODE,INTEREST,AND ATTORNEYS FEES forguidelines CONSTRUCTION LENDING AGENCY DYes JNo I hereby affirm that under the penalty of perjury there is a construction Will the proposed building or modified facility be within 1000 feet of the lending agency for the performance of the work which this permit is issued outer bo dory of a school? (Section 3097 Civil Code) ❑YesNo OWNER BUILDER DECLARATIONS 1 have read the Hazardous Material Information Guide and the SCAQMD I hereby affirm under penalty of perjury that I am exempt from the permitting checklist.I understand my requirements under the State of Contractors License Law for the reasons)indicated below by the California Health&Safety Code,Section 25505 and 25534 concerning hazardo material reporting. checkmark(s)I have placed next to the applicable item(s)(Section 7031.5 'e Business and Professions Code).Any city or county that requires a permitto OYes �� // — Date construct,alter,improve,demolish or repair any structure,prior to its PROPE OWNtR OR AWHOF112ED AGENT Issuance,also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors State EPA RENOVATION.REPAIR AND PAINTING IRRP) License Law(Chapter 9(commencing with Section 7000)of Division 3 of the The EPA Renovation,Repair and Painting(RRP)Rule requires contractors Business and Professions Code)or that he or she is exempt from licensure receiving compensation for most work that disturbs paint in a pre-1978 and the basis for the alleged exemption.Any violation of Section 7031.5 by residence or childcare facility to be RRP-certified firms and comply with an Applicant for a permit subjects the applicant to a civil penalty of not more required practices.This includes rentalproperty than($500). q p he owners and property managers who do the paint-disturbing work themselves or through their ❑1,as owner of the property,or my employee with wages as their sole employees.For more information about EPA's Renovation Program visit: compensation,will do( )all of or I )portion of the work,and the structure Is www.eoa.eov/lead or contact the National Lead Information Center at not intended or offered for sale.(Section 7044,Business and Professions 1-800-424-LEAD(5323). Code;The Contractors State License Law does not apply to an owner of a ❑An EPA Lead-Safe Certified Renovator will be responsible forthis project Property who,through employees'or personal effort,builds or improves the property provided that the Improvements are not intended or offered for Certified Firm Name: sale.If,however,the building or improvement is sold within one year of Firm Certification No.: completion,the Owner-Builder will have the burden of proving that it was . not built or improved for the purpose of sale. ❑No EPA Lead-Safe Certified Firm is required for this project because: ❑1,as owner of the property am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions Code:The Contractors State License Law does not apply to an owner of a If your project does not comply with EPA RRP rule please fill out the RAP Acknowledgement. m j ( ( 0Cf) )mCl) � #- / 2 < m ; a/N / ) \ Z dk§ ( 7 ;� § o m ¢ '[wwf § ` ' 2 mm o q= § @k§ ) §\ X ) - K \ \\\G)( §Mo ° Z< ` § , ®e 0,o \ ! / ()(&m :g§ >) \ , 20! \ 0 o go`mcn 7�Z 21U) 7k § \R° § }) VL d\ /\ �z ` m § / ; # k » \ - C) rn \ Ln §00 C-D!\ \\\ �I „ Q ( = s 73 � § » \ ƒ \ \ § / k \ S = « » \ \ \ > 2 m E § < 8 m ) \ ƒ f 2 k � k R s2 w k Re % m =ram% 2 § 7 \ § 2 m ` |2N§§ §) G §\\ « § f @ & ( k ( § - `0 § ) I m! 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Z Z Z °°.S m m u, r V 4) Z m ZO (D ,3,3355�'S�n m1O �� a AmA VZ ^ y G7 m m D y W N+ d T s•a ._. .. i6 n o m C Z T DTO Z mT0 r- A 3g W O O O A x Z m .I m ' o m q O D• O -01m m D Y K mr TIL11� mm0 mr"CU fAii Ind d a � mmmmu -� +V V mmoiO °:y O W r C-ID m �rp TC = 00 •00000060 V m m O p pN- 'n 0 < m y y =Z ,_. y�0 O@ 0 c 00000 0 0 o v a m m o N Z 5 m ti mm0 O oy TN 0 mNi`Novi op m nrj m m OW= MI, zy° � NO m m D Taw ym 0 H 9 a -O z HNC az9 uma mn`? Sm m x ?m ZOD x pA Ou 3-� �.� m O m 00 O m x- m a £ O =T O mh W aA� c0 +� y m m O-I OM� a rC O Km � m91M-3 +�omm � m nz (�_ a Z Z O A O m m T °-' 3 0 0 o 0 o e o o m V O1 m o 'a 'a N $ m5m N �N� °a erM 000oo0ooUN$No � NS m, - rv_, z mo o 2: aZ 1O m -IW � ;iA + (� Ovfmn r 9TT�T'Oc-vmvvQ # Om m MET m= D �my 3 �mm(Ailmm[AnN �i N Ill. N N Oa o W mA A� D ' AA AA ' i i M " m Tm3 .. Z m O G - T j n D C K N m m N m m m A A A Z A A MMOZ W Z 3 3 m0 F mCO•• m myynT A R 000000 Nf.A.O...IC $Cn Z� -I o <2C m Dmmmm mmNf//yN -4{141 Damn Omrn T O m 3 m'C�I gj r D O W O -i-iN iA- rm mmp D o m m.� - m a O � #T'Oy m m A O �O G T ZO m C c z 'm" �2 0OG [[xnn�[fx M oA f I i m T '11 m T y F m n O O p �c m D D G< p O tmi i N O m o OZ OA v T °. Z <DD A zy [°q 0 m C+Z21 O A aMy r m 0 D DDr-i -i O m m-` -. o zryi AZ a = m 55 «Om mm sn Q o ; y �Z' —mop a 0 Wmrtri D m m5 On9 m m Z mrr WWNA O_C m mOm 93 OFO O� M M y T(mn fmn mmm MOO T m m ODc A� O m m m «ao M A T 9 A? _ m Lb r m m m 0OZ 50 DD O o !m/_lx y m frail�O p pT r N m d y ZC MCZ 0, � � RCmi �Em z �� ZDZ r A D m D O 101 G) m C-- Zm N o O O > CD) Zy< O DDO Om C T O mZm m ° Z * T ryZ A m 9 A O O y V mo' m 0 � O {§myyb m0 m M 2 �^ go NC°i Z �,M ran Z O 0 � » ram T m47 -1 O ra p '0 m ' O O N N C W H O N v r o a a m C x W o 3 ? ° 3 mO� OO omm CZ m m = M. - M zZwm m6 0 m- m V ni V mS m00 op 0 N 0 2 9 b `2F Z AA MN i= oW � Ao �'m m m O ZZ 0Dm m z r m 3 X Z�. OA A-i r mm_ n� y -4z 10a 'Ny0p A @ ;0m y m m 3 a g p O m O O 00 " D C m 5 < m 3 O m0 z OD O r m a o M r; Q. m y O T y o m F o• m 5 0 m �Z 3 g rCZ a o D Off £ my r raM m m O - n m m € f° a T i # � 5 � z m N NgfMRIM. 9 . Screw Capacities Table Notes 1. Capacities based on AISI S300 Section E4. 6. Pull-out capacity Is based on the lesser of pull-out capacity in 2. When connecting materials of different steel thicknesses or sheet closest to screw tip or tension strength of screw, tensile strengths,use the lowest values.Tabulated values 7. Pull-over capacity is based on the lesser of pull-over capacity for assume two sheets of equal thickness are connected. sheet closest to screw header or tension strength of screw. 3. Capacities are based on Allowable Strength Design (ASD)and 8. Values are for pure shear or tension loads.See AISI Section E4.5 Include safety factor of 3.0. for combined shear and pull-over. 4. Where multiple fasteners are used,screws are assumed to 9. Screw Shear(Pss),tension (Pts), diameter,and head diameter have a center-to-center spacing of at least 3 times the nominal are from CFSEI Tech Note (F701-12), diameter(d). 10,Screw shear strength Is the average value,and tension strength 5. Screws are assumed to have a center-of-screw to edge-of-steel is the lowest value listed In CFSEI Tech Note(F701-12). dimension of at least 1.5 times the nominal diameter(d)of the 11.Higher values for screw strength (Pss, Pts),may be obtained by screw. specifying screws from a specific manufacturer. Allowable r r r Capacity r 865craw 885crew 11106crew 9123crew, Y."Screw Thickness Design Yield Tensile (Pas=6431be,Pis=419 the) (Pas=12781ba,Pis-686Ise) (Pas=1644 Its,Pis-1158lbs) (Pas-2330lbs,Pis=2326 the))(Pee=304S Ibs,Pis=3201 Its) (Mlle) Thickness (kai) (ksl) 0,138"die,0.272"Head OAU'dia,0.272"Head 0.190"die,0.340"Head 0.216"die,0.340"Head 0.250"dia,0.409"Head Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear Pull-Out Pull-Over Shear I Pull-Out Pull-Over Shear I Pull-Out Pull-Over 18 0.0188 33 33 44 24 84 48 29 84 52 33 105 55 38 105 60 44 127 27 0.0283 33 33 82 37 127 89 43 127 96 50 159 102 57 159 Hit 66 191 30 O.D312 33 33 95 40 140 103 48 140 Ill 55 175 118 63 175 127 73 211 33 0.0346 33 45 151 61 140 164 72 195 177 84 265 188 95 265 203 110 318 43 0.0451 33 45 214 79 140 244 94 195 263 109 345 280 124 345 302 144 415 54 0.0566 33 45 214 100 140 344 111) 195 370 137 386 394 156 433 424 ISO 521 68 0.0713 33 45 214 125 140 426 US 185 523 173 386 557 196 545 60D 227 656 97 D.1017 33 45 214 140 140 426 195 195 546 246 386 777 280 775 1,016 324 936 118 0.1242 33 45 214 140 140 426 195 195 1 548 301 386 777 342 775 1016 396 1,067 54 0.0565 5o 65 214 140 140 426 171 - tg5 534 128 386 569 225 625 613 261 752 68 0.0713 50 65 214 140 140 426 195 195 548 249 386 777 284 775 866 328 948 97 0.1017 60 65 214 140 140 426 195 195 548 356 386 777 405 775 1,016 46B 1,067 118 0.1242 50 65 214 140 140 426 195 195 1 548 386 386 777 494 775 1016 572 1,067 43mi1 = 18ga, 54mil=16ga, 68mil=14ga, 97mil=12ga. Weld Capacities Table Notes 1. Capacities based on the AISI S100 Specification Sections E2.4 for 6. Transverse capacity is loading In perpendicular direction of the fillet welds and E2.5 for flare groove welds. length of the weld. 2. When connecting materials of different steel thicknesses or 7. For flare groove welds,the effective throat of weld is tensile strengths,use the lowest values. conservatively assumed to be less than 2t. 3. Capacities are based on Allowable Strength Design(ASD). B. For longitudinal fillet welds, a minimum value of EQ E2.4-1, 4, Weld capacities are based on E60 electrodes. For material E2.4-2, and E2,4-4 was used, thinner than 68 mil, 0.030"to 0.035"diameter wire electrodes 9. For transverse fillet welds, a minimum value of EQ E2.4-3 and may provide best results. E2.4-4 was used. S. Longitudinal capacity Is considered to be loading In the direction 10.For longitudinal flare groove welds, a minimum value of of the length of the weld. EQ E2.5-2 and E2.5-3 was used. Allowable a Capacity(lbs Thickness Design Fy Fu - Fillet aide - Flare Groove Welds (Mils) Thickness Yield Tensile (ksi) (ksl) Longitudinal Transverse Longitudinal Transverse 43 0.0451 33 45 499 864 544 663 54 0.0566 33 45 626 1084 582 832 68 0.0713 33 45 769 1365 659 1048 97 0.1017 33 45 1125 1269 •' 54 0.0566 50 65 905 1566 985 1202 68 0.0713 50 65 1140 1972 1241 1514 97 0.1017 5D 65 1269 1269 JWetd copadty larmetedal thtc4•nemgreaterthan O.fO'mquims engineer/ngjudgment to determine leg of"fd;WI and W2. 13 70 www.SSMA.com Copyright©2014 by the SSMA Note: Data given below is for general Information. Particular manufacturer used may have different data information sheet but in general values shall not be less than those given below for 29ga metal siding if used In design and specified on final plans. Max-Rib (G100 Galvanized&Painted Galvalume) 3. 9. d �I3V COVEPAGE • •••• TOP IN COMPRESSION BOTTOM IN COMPRESSION GAUGE FY WEIGHT V. P.sea Pejoh la Be Me Is 5e Me (KSI) (PSF) kip/n. Ibs/a. IbsRt. (in�/X.) (in.s/a.) kip-In./tt. (In�MQ (In.'/1t.) kip-in.IR 28 180.01 0.69 1 0.4160 1 193.50 1 253.70 1 0.0100 1 0.0172 1 0.6170 1 0.0060 1 0.0173 0.6100 1.Section properties ere calculated In accordance vAlh the 2001 Add North American 4.Ix is for deflection delmminmion. SpedAmBpn ror the Deelpn or OalGFach d Steel Smrciund Members. 5.Be is for bending. 2.Va Is the allowable shear. S.Me is Me allowable bantling moment. 3.Pa Is the a0owable load ror web Uppflng on and a inferior supports. 7.All values era Im one fool of panel vearr. Allowable Uniform Loads (PSF) Span in Feet Span Type Load Type 1.50 2.0 2.50 3.00 3.50 4.00 4.50 5.00 5.50 0.00 6.50 Posiliva wind 182 102 65 45 33 25 20 to 13 11 9 8 7 6 5 5 Negedvewind 151 BS 54 37 27 21 16 13 1/ 9 a 6 6 5 4 4 Single Live 182 102 65 45 33 25 20 16 13 11 9 8 7 6 5 5 Defects. U180) 258 109 55 32 W 13 9 a 5 4 3 2 2 1 1 1 conection(1y40) IN 81 41 24 13 10 7 5 3 3 2 1 1 1 1 0 Positive wind 143 62 53 37 27 21 1e /3 11 9 a 8 6 5 4 4 Negative wind 169 98 63 44 S3 25 20 16 13 11 9 a 7 6 5 5 2Span Uva 143 82 53 37 1 27 21 16 1 13 11 9 5 5 a 5 4 4 wnedion(Lluo) 1 499 210 107 62 39 28 18 13 10 7 B 1 4 1 3 3 2 2 Daradton M240) 1 374 157 90 46 29 19 13 10 7 5 4 3 2 2 2 1 Positive Yang 174 101 W 45 34 26 20 16 13 11 10 6 7 6 5 5 Negative wind 2" 120 78 55 41 31 25 20 18 14 12 10 9 7 7 6 3 Span Live 174 101 88 45 34 26 20 16 13 11 10 B 7 B 5 5 Deradlon([/180) 390 1" 84 48 30 20 14 10 7 6 4 3 3 2 2 1 Deflect.M40) 293 123 W 36 23 15 10 7 5 4 3 2 2 1 1 1 Positive WRk 1" BS 61 43 31 24 19 15 13 10 M32 5 4 Negative wind 193 113 73 51 $8 28 23 19 15 13 6 6 4 Span Uv 1" 95 8t 43 31 24 19 15 13 10 5 4 Oa9acaon(U1W) 415 175 89 51 32 21 15 11 6 B 2 1 DeSeNdn(U240) 311 131 W 3a 21 1B 11 B e 4 1 1 Notes: 1.Allowable uniform loads are besatl updn equal span lengths. 2.Positive wind u wick pressure and Is NOT Increased by 33 In Is. 3.Negative wind Is wind suction or uplift and is NOT increased by 3315%. 4.Uva is the allowable live or snow load. I.DeOecdon(U1W)is the allowable load the[limits me p.mare daneoMm M U180 wfiile order positive or Iiv load. 6.Oefis son(U240)is the allowable load Net limits Me panel's collection to W40 wbile under positive or live load. 7.TheweIghl o10re penal has NOT been deducted from the allowable loads. S.Passive wind,Negative wind,and Live Load values ere limited to combined shear 8 bantling using Eq.C3.3.1.1 of Me AISI Specification. 9.Positive wind and Live Load values are limited by web crippling using a bearing length of 2•. 10.Web Upping values are dommuned using a mild or The uniform load actually supported by the top ranges of the section. 11.Load Tables are limped to a maximum ellavable load of 500 per. 14 ASC#3170(BARN) g n 7 2 5 24 2-. B� 26 M7 32 f1 15 Table of Content j'Project Description........................................................................................................................................1 Description........................................................................................................................................................I................I.........1 ModelDescription.........................................................................................................................................2 Analysisand Design Options.........................................................................................................................................................2 SectionsSummary........................................................................................................................................................................2 BasicLoads...................................................................................................................................................................................2 LoadCombinations......................................................................................................................................................................3 Self-Weight..................................................................................................................................................................................3 UniformMember Loads...............................................................................................................................................................3 AnalysisResults.............................................................................................................................................4 ModelStatistics..........................................................................................................................................................:.................4 JointDisplacements.....................................................................................................................................................................4 Reactions......................................................................................................................................................................................6 ReactionsSummary.....................................................................................................................................................................7 SteelModule Results....................................................................................................................................7 SteelLimit States Summary(1/2).................................................................................................................................................7 SteelLimit States Summary(2/2).................................................................................................................................................9 SteelStandard Clauses.................................................................................................................................................................10 Project Description Description Project ID: Project Name: ASC#3170 Location: Company Name: Engineer Name: Project Description: 42'BARN-NONE SNOW(CALL#-BARN 12-18-12U) 16 Model Description Analysis and Design Options Analysis= Static Linear Solver= Auto-Select Design= Verification-Steel Enable Notional Loads= No Enable One Way Elements= Yes Ratio of Residual Stiffness= Se-006 Destabilizing Force(ratio of vertical loads)= 0.0002 Consider Shear Deformations= No Divisions(Members)= 10 Internal Deformations(Members)= Yes Internal Forces(Members)= yes Internal Forces Envelopes(Members)= Yes Internal Stresses(Members)= No Internal Stresses Envelopes(Members)= No Sections Summary Modified Section Section Material Material Length Surface Weight Weight ID Name ID Name (ft) (In.2) (Ib) [lb) _ 1 TS2.5x2.516 a 21 STEEL9501APa _ 2 T52.5x2.5U p 2 STEEL350MPa T52.Sx2.512 a 2 STEEL 350MPa 4 TS2.5x2.5x1/B _ _ _2 STEEL3501APa 5CTS2.Sx2.5x3/16 - 2 STEEL 350MPa 6 TS2.Sx2.5x1/4 2 STEEL 350MPa 7!TS2.Sx2.5x5/16 2 STEEL 350MPa j_TS3x3x1/6 2 STEEL 350MPa I1 9 TS_3x3x3/16 2 STEEL 3SOMPa 10 TS3x3x1/4 2 STEEL 350MPa 11 TS3x3x5/16 2 STEEL 350MPa 12 C2x2.514ga 2 STEEL 350MPa 15 TS2x2.518 ga 1 2 STEEL 350MPa _ 16 TS2.25x2.251 a 2 STEEL 350MPa 17 T52.Ox3.014 a 2 STEEL 350MPa 114.271 401.852 401.852 114.271 01401.8521 401.852 Basic Loads Basic Load Basic Load Short Load ID Name Name Type 1 SELF WEIGHT DI Dead Load 2 OL D2 Dead Load 3 LL L3 Live Load 4 WINDHORIZ(W3) W4 Wind Load 5 WIND ROOF(W2) W5 Wind Load 6 WIND ROOF(W3) W6 Wind Load. 7 SNOW S7 Snow Load 17 Load Combinations Comb ID= 1 Type= ULS Comb Name= D+L Description= 1.O(D1+02)+1.02 Comb ID= 2 Type= ULS Comb Name= D+WS+W2+S Description= 1,O(DS+D2)+0.45(W4+WS)+0.75S7 Comb ID= 3 Type= ULS Comb Name= D+W1+W3+5 Description= 1.0(01+D2)+0.45(W4+W6)+D.75S7 Comb ID= 4 Type= ULS Comb Name= 0.6D+WS+WZ Description= 1.0133+0.6D2+0.6(W4+W5) Comb ID= 5 Type= ULS Comb Name= 0.6D+Wi+W3 Description= 1.0131+0.02+0.6(W4+W6) Self-Weight Load Mag�Mag X Y ID 1-SELF WEIGHT -1 Uniform Member Loads Load Member Member Coord I wX WY m2 ID MI MJ Sys I(kips/ft) (kips/ft) (kip-ft/ft) Description- 2-DL 3 Global _ -0.005 _ 5 Global _ —� O.ODS 9 Global -0.005 11 Global _ _ •0.005 T___— 13 Global _ -0.005 16 Global 0.005 19 Global -0.005 22 23 Global •0.005 25 Global -0.0o5 37 38 Global -0.005 3-LL 3 Global -0.1 _..— _ . .5_. Global -0.1 9 _ Global -0.1 _ ll ___'__ Global __--i— -0.1 13 Global -0.1 16 Global 1 -0.1 19 Global -0.1. 22 23 Global I -0.1 _ 25 Global -0.1 _ 37 38 Global 1 -0.1 4•WIND HORIZ IW�_ 1 2 Global 0.146f_ _ 32 33 Global 0.015 42 Global D.035 43 Global D.146 5-WINO ROOF 2 3 Global 1 0,137 18 Load Member Member Coord wX I WY mZ ID MI MJ Sys (kips/ft)I(kips/ft)I(kip-ft/ft) Description 5 Global 0.137 9 Global 0.137 11 Global 0.137 13 Global 0.137 16 _ Global 0.137 _ 19 __ Global I 0.067 22 _ 23__ Global 0.067 25 i Global 0067 37 38 Global 0.067 6-WINDROOF(W3) 3 IGlobal 0.003 5 Global 1 O.OD3 f 9 1 Global i 0.003 1 11 Global _' O. 03 13 _ Global 0.003 16 Global 0.003 19 Global -0.067 22 23 Global -0.067 25 Global -0.067 37 38 Global ' -0.067 Analysis Results Model Statistics Problem Size: Number of Degrees of Freedom 58 Maximum Half Bandwidth 12 Memory for Stiffness Matrix(MB) 0.0 Memory for the Analysis(MR) 16.0 Model Size: Number of Joints 22 Number of Elements 26 Number of Materials 20 Number of Sectlons 15 Number of Supports 4 Number of Coordinate systems 2 Loads Data: Self-Weight Load 1 Uniform Load 54 Load Combinations 5 Joint Displacements Joint Comb Disp X Dlsp Y Rot Z ID ID (ft) (ft) (deg) _ 1 1-D+L 0 0 0.4024 2-D+W3+W2+5 0 0 -3.1539 _ 3-D+WI+W3+S 0 0 -2.9338 4-0.6D+Wi+W2 0 0 -4.2249 5-0.6D+WI+W3 0 0 -3.9314 2 1-D+L -0.0066 -0.0002 -0.6790 2-D+WI+W2+S 0.3300 0.0001 -0,4338 3•D+WS+W3+S 0.3267 0 -0.8108 ____ 4-O.6D+W3+W2 0.44051 0.0002 -0.5480 _ _i 5_0.6D+WS+W3 0,4360 0 -1.0507 3 1 1.D+L 0.0221,-0.0002 -0.9193 19 Joint Comb Dlsp% Disp Y Rot Z ID ID (ft) (ft) (deg) 2-D+W3+W2+S 0.3354 0.0001 -0.0150 3-D+WS+W3+S 0.3484 0 -0.5248 4-0.6D+WI+W2 0.4464 0.0001 0.0215 _ 5-0.6D+WI+W3 0.4636 0 -0.6581 5 1-D+L 0 0 0.3027 2-D+W 1+W 2+S D 012.3133 3-D+WI+W3+5 0 0 -2.1534 4-0.6D+W3+W2 0 0 -3.1022 5-0.6D+WS+W3 0 0 -2.8890 6. 1-D+L 0.0228 -0.0006 -0.9182 2-D+WS+W2+S 0.3353 0.0003 0.0162 3-D+WS+W3+5 0.3482 .0.0001 -0.4817 4.0.6D+WS+W2 0.4462 0.0004 0.0690 5.0.6D+W1+W3 0.4635 -0.0001 -0.5949 8 1-D+L 0.0496 -0.0007 -1.0867 2-D+WI+W2+5 0.3299 0,0002 0.2965 _ 3-D+WS+W3+S 0.3574 -0.0001 -0.2935 4-0.6D+WS+W2 0.4377 0,0004 0.4517 5-0.6D+WS+W3 0.4743 -0.0001 -0.3350 9 1-D+L 0.0633 -0.0102 -1.0806 2-D+WS+W2+S 0.3264 0.0027 0.2522 _ 3-D+W1+W3+5 0.3613 -0.0028 -0.3336 4-D.6D+WI+W2 0.4322 0.0041 0.3921 5-0.6D+W3+W3 0.4788 -0.0033 -0.3889 10 1-D+L OA715 -0. 3373 -0.9874 2-6+W3+W2+5 0.3245 0.0086 0.2505 3-D+WS+W3+S 0.3639 -0.0116 -0.2843 .. ____ . ._-... 853 4-0.6D+W3+W2 0.4293 0.0133 0.3853 5-0.6D+W3+W3 0.4818 -0.0136 -0.3278 11 1-D+L 0.0806 -0.0736 -0.2318 2-D+WS+W2+S 0.3209 0.0231 0.1937 3-D+WS+W3+S 0_3652 -0.0168 0.0705 4-0.6D+Wl+W2 0.4240 0.0346 0.2715 5-0.6D+WS+W3 0.4830 -0.0185 0.1072 13 1-D+L 0.0782 -0.0656 0.1787 2-D+WS+W2+5 03196 0.0288 0.0641 3-D+WS+W3+S 0.3626 -0.0067 0.1623 4-0.6D+Wi+W2 0.4224 0.0418 0.0770 5-0.6D+WS+W3 0.4797 -0.0054 0.2079 14 1-D+L 0.0812 -0.0521 0.4424 2-D+W3+W2+5 0.3206 0.0320 -0.0865 3-D+WI+W3+S 0.3652 0.0040 0.1525 _ 4-0.6D+W1+W2 0.4235 0.0455 -0.1386 _ 5-0.6D+W3+W3 0.4830 0,0082 0.1801 15 1-D+L 0.0894 -0.01931 0.5835 2-D+WS+W2+5 0.3168 0.0170 -0.4326 3-D+Wi+W3+S 0.3658 0.0066 -0.1196 4-0.6D+Wl+W21 0.4181 0,0237 -0.6087 __ 5-0.60+W1+W3 CA834 0.0099 -0,1914 36_ 1-D+L 0.0936 -0.0057 0.5413 _ _ 2-D+W1+W2+5 0.3130 0.0047 _-0.5021 3-6+WS+W3+5 0.3643___ 0.0016 -0.2127 4- _ 0.6D+WS+W2 0.41213--V 6 -0.5 6995 5-0.6D+WS+W3 0.4812 0. 0025 -0.3137 17 1-D+L 0 0 -0.8956 2-D+Wl+W2+S 0 0 -1.8258 3-D+W3+W3+5 0 0 -2.3114 4-0.6D+Wi+W2 0 0 -2.3882 5-0.6D+WS+W3 0 0 -3.0357 18.1-D+L 0.1136 -0.0008 0.2285 20 Joint Comb Disp X I Dlsp Y Rat 2 ID ID (ft) (ft) (deg) _ 2-D+WI+W2+5 0.2944 0.0002 -0,3972 _ 3-D+W 1+W3+5 _0.356_4 1-0.0002 -0.2783 _ 4-0.6D+WS+W2 0.3869 OA004 -0.5440 _ 5-O.fiD+_Wl+_W3 0.4696 -0.0002 -0.3855 20 1-D+L 0.1010 -0.0007 0,6059 _ 2-D+W1+W2+5 0.30661_0.0-002 1. -0.5077 3-D+WI+W3+5 0.36191_-60_001 -0.1830 _ 4_-O.GD+W1+W2 0.4039 0.000_4 -0.7102 5.0.6D+WS+W3 0.4775 -0.0001 -0.2773 21 1-D+L 0.1131 -0.0054 0.1681 2-D+WI+W2+S 0.2968 _0.0208 •0.4478 3-D+WS+W3+5 0.3584 (.0177 -0.3510 _ 4.O.6D+W1+W2 0.3901 L 0.0280 -0.6028 _ 5.0.6D+W3++_W3 0.4723 1 0.0238 -0.4738 22 1-D+L 0 0 1.1344 2-D+WS+W2+5 0 0 -2.2375 _ 3-DrW1+W3+5 0 0 -2.8599 4-MOO +W2 0 0 .2.9286 5-0.6D+Wl+W3 0``'I 0 -3.7585 24 1-D+L _ 0.2140 •0.0002 0.1803 2-D+W3+W2+5 0.29341 0 -0.6D01 3-D+WS+W3+5 0.3556 -0.0001 -0.4966 4-0.6D+W7+W2 0.3855 0 -0.8065 _ 5-0.6D_+Wl+W 3 0,4684 -0.DO01 -0.6685 26 1-D+L 0.0809 -0.0748 0.1787 2-D+Wl+W2+5 0.3207 0.0323 0.0691 3 D+W3+W3+5 0.3652 -0.0080 0.1672 _ - - -..................... 4.O.fiD+WS+W2 0AM 0.0471 0.0835 5-0.6D+W1+W3 0.4830 -0.0066 0.2144 27 1-D+L 0.1189 -0.0002 -0.0029 2-D+WS+W2+5 0.2721 0.0001 0.7675 3-D+Wl+W3+5 0.337_ 0 0002'-0.7652 4-0.6D+W3+W2 0.3570 -O.O001 -1.0212 5-0.6D+WS+W3 0.4437 -0.0002 -1.0181 28 1-D+L 0.0264 -0.0297 -0.8379 2-D+W3+W2+S 03360 •O.0051 -0.0389 3-D+WS+W3+5 03510 -0.0216 -0.5038 4-0.6D+WS+W2 0.447 -0,0054 -0.0142 5.0.6D+W3+W3 0.4670 -0.0274 -0.6341 Reactions Joint Comb RX RY RmZ ID ID (kips) (kips) (kip-ft) 1 1-D+L 0.1213 0.8309 0 2-D+WS+W2+S -0,5021 -0.3743 0 _ 3-D+W1+W3+S -0.4351 0.0600 0 4-0.6D+WS+W2 -0.6751 -0.5504 0 _5.0.6D+W3+W3 -0.5958 0.0288 0 5 1-D+L 0.0710 1.5720 0 2-D+W3+W2+S •0.1354 -0.6500 0 3-D+WS+W3+S -0.0972 0.1822 0 _ 4-0.6D+WI+W2 •0.1843 -0.9582 0 ,5-0.6D+Wl+W3 -0.1334 0,1514 0 17 1-D+L -0.0653 1.8586 0 2-D+WS+W2+5 -0.0830 -0.5555 0 �_ 3-D+W1+W3+5 -0.1182 0.4343 0 1..4.0,60+W3+W2 -0.1072 -0.8459 0 21 Joint Comb RX I RY RmZ ID ID (ki s (Id s) ki -ft) _ 5.0.6D+WI+W3 -0.1541 0,4738 _ 0 22 1-D+L -0.1269 0.7088 0 2-D+WS+W2+5 -0.1851 0.2022 0 3-D+WI+W3+5 -0.2551 0.5694 0 4-O.6D+WS+W2 -0.2409 0.2242 0 ......-..-.-_._...._._.._:._......-.._.._._.__._---0- Reactions •0.3343 0.7138 0 Reactions Summary Comb RX RY RmZ ID (kips) I (kips) (kip-ft) 1-D+L 01 4.9701 _ 0 2-D+W1+W2+5 -09:656 -1.3 776 0 _____ 3-D+W3+W3+5 -0.9056 1.2459 _0 -._._._._._ .__....,_...... 4_O.6D++W3_+W2 _-1_2075 -2.130_2 0 5-O.6D+Wl+W3 -1.2075� 1.3678 0 Steel Module Results Steel Limit States Summary (1/2) Memb( Section I Comb I Bending Bending ID Name ID Maximum Compres Tension M+ M- _ 1 T52.Ox3.014 a 1-D+L _ 0.4603 0.0944 0 0 0,4131 2-D+WS+W2+S 0.7303 0 0.0129 0.7239 0 3-D+WS+W3+S 0.5493 0.0068 0 0.5442 0 4-0.6D+W3+W2 0.9914 0 0.0195 0.9822 0 5-0.6D+W3+W3 0.7411 0.0033 0.0001 0.7390 0 2 TS2.00.014 a 1-D+L 0.4138 _ 0.0015 0 0 0.4131 2-D+WS+W2+S 0.7112 0.0156 0 0.7034 0 3-D+W3+W3+S 0.49341 0.0163 01 0.4752 0 4.0.6D+WS+W2 0.9673 F 0. 2207 0 0.9570 0 5-0.6D+WS+W3 0.6636 0.0216 0 0.6528 0 3 T52.Ox3.014ga 2-D+WI+W2+5 03070T 0.0359 0 0.2891 0 3-D+WI+W3+5 0.2994 0.0254 0 0.2867 0 _ 4-0.6D+WS+W2 0.4097 0.0488 0 0.3853 D 5-O.6D+WI+W3 0.3996 0.0347, 0 0.3823 _0 5 T52.0_x3_._0 1-_14ga D+L 0.5356 0.0271 0 0.5156 0,0034 2-D+W1+W2+5 0.3112 0.0351 0 0.2891 0.1276 ( 13-D+WS+W3+5 03123 0.0406 0 _ 0.2867 0 4-0.6D+WI+W2 0.4166 _0.0464 __ 0 0.3953 0.1923 5-0.6D+WI+W3 OA179 0.0529 0 0.3823 0 32 T52.Ox3.014 a 1-D+L 0.4725 0.0606 0 0.4323 0 2-D+W3+W2+5 0.5386 0.0230 0 0.5271 0 3-D+WS+W3+5 0.7981 0.0547 0 0_7657 0 4-0.6641+W2 0,7032 0.0255 0 0.6627 0 5-0.6D+W_S+W3 _ 1.0000 0.0811 0 ___1.0000 0 �Ox3.014ga'1-D+L 0.4375 0 0.0105 0.4323 0.2173 2-D+W3+W2+5 0.5456 0 0.0370 0.5271 0.2410 3-D+W3+W3+5 0.7871 0 0.0428 0.7657 0.3058 4-0.6D+WI+W2 0.7071 O 0.0489 0.6827 0.3159 5-0.6D+WI+W3 1.0000 0 0.0566 1.0000 0.4023 15 I TS2.Ox3.014ga 1-D+L 0.2394 0 0.0772 0.2008 0 4-0.6D+W3+W2 0.1215 0.0709 0 0 0.0846 22 Memb I Section Comb Bending Bending ID Name ID Maximum Compres Tension M+ M- 18 TS2.Dx3.014g_a!1-D+L 0.18701 0 0.0772 0.1484 0 2-D+WS+W2+5 0.1062 0.D493 0 0 0.0806 4-0.6D+WS+W2 0.1472 0.0709 0 0 0.1099 6 T$2.Ox3.014 a 1-D+L 0.6432 0.3447 0 0 0.3358 2-D+WS+W2+5 0.6518 0 0.0221 0.6407 0 _..._ _..-____.. _ ._ 3-D+W1+W3+S 0.4798 0.0400 0 0.4598 0 4.0.6D+WI+W2 _0.8882 0 0.0319 0.8722 _ 0 5-0.60+W3+W3 0.6476 0.0332 0 0.6310 0 9 TS2.00.014 a 2-D+WS+W2+S 0.1877 0.0460 0 0 0.1648 3-D+W3+W3+5 _0.1401 0.0409 0 0 0.1196 4-0.6D+W3+W2 _ 0.2550� 0.0619 0 0 0.22_41 5-0.6D+W3+W3 0.1915 0.0550 0 0 0.1639 11 TS2.Ox3.014 a 1-D+L _ 0.1171 _ 0 0.0169 0.1086 0 2-D+W1+W2+S 0.1927 0.0473 0 0.1691 0.1648 3-D+W3+W3+S 0.2456 0.0380 0 0.2266 0.1196 4-0.6D+WS+W2 0.2562 0.0640 0 0.2204 0.2241 _ 5.0.6D+WI+W3 0.3229 _0.0515 01_0.2971 0.1_6.3_9 _ 13 TS2.Ox3.014ga 1-D+L 0.6784 _0._0134 0 0.6717 0_ �- 2-D+WS+W2+S 0.2035 0.0048 0 0.1591 0.2011 3-D+WS+W3+S 0.2320 0.0107 0 0.2266 0 4-0.6D+WS+W2 0.3055 0.0059 0 0.2204 0.3025 5-0.6D+WI+W3 0.3039 0.0136 0 0.2971 0 16�j T52.Ox3.014 a 1-O+L 0.5262 0.1105 0 0_4_709 0.2416 �- 2-D+WS+W2+5 0_1635 0 0.0328 0.0943 0.1470 0.0361 3-D+WS+W3+5 0.1136 0.0168 0 0.1052 0.0361_ T__ ...... - 4-0.6D+Wl+W2 0.2460 0 0.0481 0.1385 0.2220 5 0.60+_Wl+_W3 0.1227 0.0167�_ 0_ _0.1144 0.0.3_53 19 j TS2.Ox3.014_ga 1-D+L 0.4043 0.1113! 0 0.3486 0.2416 2•D+WS+W2+S 0.2134 0 0.0321 0.0943 0.1973 4-0.60+W3+W2( 0.3067 0 0.0471 0.1385 0.2931 22 T52.Ox3.014ga 1-D+L 0.4308 0.0149 0 0.4233 0.3299 2-D+WS+W2+S 0.2808 0.0059 0 0 0.2779 3-D+WS+W3+5 0.2823 0.0134_ 0 0 0.2756 4-0.6D♦WI+W2 0.3966 0.0072 0 0 0.3930 5-0.6D+Wl+W3 0.3603 0.0171. O 0 0.3517 23 T52.Ox3.014 a 1•D+L 0.3619 0 0.0640 0.2211 0.3299 3-D+W 1+W3+S 0.28791 0 0.0246 0.0658 0.2756 4-0.6D+Wl+W2 0.11881 0.0177 0 0 0.1100 5-0.60+WS+W3 0.3665 0 0.0296 0.0767 0.3517 25 TS2.Ox3.014ga 1-D+L 0.2539 0 0.0657 _0.2211 0 26 T52.Ox3.014 a 1_D+L 0.6823 0.4075 0 0.3092 0 2-D+WS+W2+S 0.4025 0 0.0191 0.3929 0 I 5592 0 3-D+W3+W3+S 0.6068 0.0952 0 0. _ � 4-0.60+WI+W2 0.5214 O O0283 0.5072 0 i 5-0.6D+Wl+W3 0.7809 0.1039 0 0.7290 0 37 TS2.Ox3.014ga 1_D+L 0.6047 0.0252 0 0.1874 0.5856 2-D+Wl+W2+S 0.6313 0.0225 0 0.6139 0.4937 3-D+W3+W3+S 0.5873 0.0328 0 0.2921 0.5626 4-0.6D+WS+W2 0.8726 D.0296 0 0.8465 0.6526 5-0.60+WS+W3 0.7801 _ 0.04_26 0 0.4175 0.7444 38 T52.Ox3.014ga 1-D+L 0.1372 0 0.0257 0.3173 0.1244 2_D+WS+W2+S 05128 0 0.0382 0.2410 0.4937 3-0+W3+W3+5 0.5886 0 0.0521 0.3058 0.5626 4-O.6D+WS+W2 0.6775 0 0.0496 0.3159 0.6526 5-0.6D+WS+W3 0.7785 0 0.06831 0.4023 0.7444 39 T52.00.014ga 5-0.6D+W3+W3 0.1197 0.1197 0 0.0010 0 41 j T52.0x3.0 Aga 1-D+L 0.1161 0.2161 0 0.0011 0 _ 42 TS2.Ox3.014 a 1-O+L 0.9152 0 __0.0409 0.0297 0.8_90 2-D+WI+W2+5 0.2211 0 0.0002 0.2209 0 1 3-D+Wl+W3+5 - 0.2784 0 0 00225 0.0497 0.2671 23 Memb Section Comb I I Bending Bending ID Name ID Maximum Compres Tension M+ M- 4-0.6D+W1+W2 0.3402 0.0020 0 0.3392 0 5.-0.6D+WS+W3 0.32551 0 0.0280 0.0648 0.3115 43 T52.Ox3.014ga 1-D+L 0.3370 _0.0024 D 0 0.3358 2-D+W3+W2+S 0.65511 0.0286 0 0.6407 0.0077 3-D+WS+W3+5 CA748 0.03DO 0 0.4598 0.0378 4-0.6641+W2 0.8913 0.0381 0 0.8722 0.0076 5-0.6D+WI+W3 0.6510 0.0399 0 0.6310 0.0477 Steel Limit States Summary(2/2) Memb Comb Compres Tension Shear Shear ID ID 1 Bendin Bending hear Shear V /V Torsion Warping Deflection Notes 1 1-D+L 0.4603 0.4131 __ 0 0.0111 -- 2•D+WS+W2+5 0.7239 0.7303 0 0.0458 -- ---- _ 3-D+WS+W3+5 0.54_93 0.5 42 0 0.0397 _ 4-0.6D+W3+W21 0.9822 0.9914 0 0.0616 ,5.0.6D+Wl+W3 0.7417 0.7390 0 0.0534 2 1-0+L 0.4138 _0.4131 _ 0 0.0498 27 D+W 1+W2+5_I 0.7112 0.7034 0 0.0907 3-O+W 1+W3+ 4834 5 0 0 4 0 0 0632 ._ _. .. 752 ---------- ...... .. ... ... .._._... 4-0.6D+WS+W2 _ 0.9673 0.9570 01 01233 _ _ 5.O.6D+W1+W3. 0.6636 0.6528 _ 0 0.0866 _ 3 2-D+WS+W2+S 1 03070 0.2891 0 0,0394 _ 3•D+Wl+W3+5 0.2994 0.2867 0 0.0349 _ 4-0.6D+WI+W2 0.4097 0.3853 0 0.0530 _ 5-O.6D+WS+W31 0.3996 0.3823 0 0.0461 0.5356 0.5158 0 0.0496 _ 2-D+WI+W2+5 1 0.3112 0.2891 0 0.0311 3-D+W3+W3+5 1 0.3123 0.2867 0 0.0101 4-C).6D+WI+W21 0.4166 0.3853 0 0.0437 �5.0.04143 0.4179 0.3823 0 0.0113 _ 32 1-D+L 0.4725 0.4323 0 0.0116 -_J 2-D+WS+W2+5 0.5386 0.5271 0 0.0169 3-D+W 1+W 3+S ; 0.7981 0.7657 0 0.0233 4-0.6D+W3+W21 0.7032 0.6827 0 0.0220 5-0.6D+WI+W3 1.0000 1.0000 0 0.0305 33 1-D+L 0.4323 0.4375 0 0.0662 2-D+W1+W2+5 ! 0.5271 0.5456 0 0.0931 3-D+Wl+W3+5 _0.7657 0.7871 0 0.1297 4.0.6D+WS+W2; 0.6827 0,7071 0 0.1211 5.0.6D+W3+W3 1.0000 1.0000 0 0.1699 T 15 1-D+L - 4 0.2608 0_2394 0 0.0038 _ 4-O.6D+WS+W21 0.1235 0.0846 0 0.0009 18 1-D+L 0.1484 0.3870 0 0.0051 2-6 +W1+W2+S 0.1062 0.0806 0 0.0021 4-0.6D+W 1+W2! 0.1472 0.1099 0 0.0022 -D+L 0.6432 0.3358 0 0.0065 2-D+W3+W2+5 1 0.6407 0.6518 0 0,0124 3-D+WI+W3+S i 0.4798 _0.4598 _ __ 0_ 0.0089 4-0.6D+WI+W2i _0.8722 0.8882 _ 0 0.0168 5-0.6D+WS+W3! 0.6476 0.6310 0 0.0122 9 2-D+WS+W 2+S 0.1877 0.1648 0 0.0444 3-D+WI+W3+S 0.1401 0.1196 0 0.0227 4.0.6D+WS+W2' 0.2550 0.2241 0 0.0613 5-0.6D+W3+W31 0.1915 0.1639 0 0.0321 11 1-D+L 0.1086 0.1171 0 0.0107 2-D+WS+W 2+S 1 0.1927 0.1691 0 0.0549 3-D+WI+W3+S 1 0.2456 0.2266 0 0.0537 24 Memb! Comb Compres Tension I Shear Shear ID ID Bending Bending I Vfx/Vrx Vfy/Vry Torsion Warping Deflection Notes 4-0.6D+WS+W2- 0.2561 0.22411 0 0.0735 5-0.61)+WS+W3', 0,3229 0.2971 0 0.0712 ____13!.'1,D+L+L 1 0.6784 0.6717 0 0.0590 '12-D+WI+W2+S 0.2035 0.2011 0 0.0361 3-D+Wl+W3+S : 0.2320 0.2266 0 0.0059 . ___.. - -0.051 ..._.__. - - 14-0.6D+W3+W2 0.3055 0.3025 0 1 i5-0.6D+W3+W3, 0.3039 0.2971 0 0.D095 S6 1-D+L j_0_5262 0.4709 0 0.0614 -�2-D+W 1+W2+S 0.1470 0.1635 0 0.0238 _ .3-D+WS+W3+5 ! 0.1136 0.1052 0 0.0096 ! _ _ 4 0.6D+W1+W2 0,2220 0.2460 0 0.0349 5-0.6D+W1+W3 0.1227 0.1144 0 0.0096 19 1-D+L 0.4D43 0,3486 0 _ 0.0543 2-D+W3+W2+5 i 0.1973 0.2134 _ 0 0.0210 _ 4-0.6D+Wi+W2 0.2831 0.3067 0 _0.0308 22 1-D+L 0.4308 _0.4233 0 O.W35 2-D+WS+W2+S 0.2808 0.2779 0 0.0173 3-D+WS+W3+5 I 0.2823 0.2756 0 0.0229 _ 4-0.6D+WS+W2� 0.3966 0.3930 0 0.0267 5-0.6D+WI+W31 0.3603 0.3517 0 0.0269 23 1-D+L 0.3299 0.3619 0 0.0921 3-D+W1+W3+5 0.2756 0.2879 0 0,0551 4-O.6D+WS+W21 0.1188 0,1100 0 0.0063 S-0.6D+W1+W3j 0.3517 0.3665 0 0.0691 25 1-0+L _ 0.2211 0.2539 0 0.0551 _ _r 26 1-D+L 0.6823 0.3092 0 0.0060 2-D+WS+W2+5 0.3929 0.4025 0 0.0076 3-D+WS+W3+S I 0.6068 0.5592 0 0.0108 4-0.6D+WIVW$ 0.1072 0.5214 0 0.0098 5-0.6D+WIW3 0.7809 0.7290 0 0.0141 37 1-D+L 0.6047 0.5856 0 0.0605 _ _ 2•D+WS+W2+5 L 0.6313 0.6139 0_ 0.0364 _3-D+W S+W3+S : 0.5873 0.5626 0 0.0381 _ 4-O.6D+W1+W2 0.8726 _ 0_8465 0 0.0512 5-O.6D+WI+W3i 0.7801 0.7444 0 0.0491 _ 3811-D+L 0.1744 0.1372 0 0,0386 2-D+W 1+W 2+5 0.4937 0.5128 0 0.0893 i 3-D+WS+W3+S ' O5626 0.5896 0 0.1067 _ 4-0.6D+WI+W21 0.6526 0.6775 0 0.1182 _ 5-0.6D+WS+W31 0.7444 0.7785 0 0.1405 39 5-0.60+WS+W3i 0.0609 0.0010 0 0.0003 _ 41 1.0+L 0.059a 0.0011 0 O.00D3 42 1-D+L 0.8946 0.9152 0 0.1485 2-D+W1+W2+5 0.2209 0.2211 _ 0 0.0306 3-D+W 1+W3+5 I 0.2671 0.2784 0 0.0513 14.O.6D+WS+W2 0.3402 0.3392 0 0.0482 5.0,6D+WI+W3 0.3115 0.3255 0 0.0611 43 1-D+L 0.3310 0.3358 0 0.0451 2-D+W I+W 2+5 0.65511 0.64071 0 0.1087 3-D+W 1+W3+S 0.47481 0.45981 0 0.08" 4.0.6D+WI+W2 0.89131 0.8722 0 0.1473 _ 5-0.6134143, 0.6161 O.fi310 0 0.1150 Steel Standard Clauses PURE COMPRESSION-RESISTANCE Applied load: 25 Maximum compressive load anywhere on the member span. Axial Compression: ['1) AISC 360-10(ASO):Clauses El to E4,E6,E7 PURE BENDING-RESISTANCE Applied load:Mfx and Mfy They are selected as the maximum values anywhere on the member span. Bending-Members with Continuous Laterally Support [02] AISC 360-10(ASO):Clauses F1 to F31,B4 Bending-Members with Lateral Point Supports [•2] AISC 360.10(ASO):Clauses F1 to F11,B4 Note: TBS:Torsional Buckling Support-Weak axis PTS:Lateral Point Support -Weak axis AXIAL COMPRESSION AND BENDING Applied load: Mfx,Mfy and Cf They are selected as the maximum values anywhere on the member span. AISC 360.10(ASO)Standard: ['4] Stability:Clause 1-11.1 Supports: TBS:Lateral Torsional Buckling Support(Weak axis) PTS:Lateral Point Support(Weak axis) TENSION AND BENDING Applied load:Tf and Mf They are selected as the maximum values anywhere on the member span. ['S] Axial Tension and Bending:AISC 360-10(ASO),Clause H1.2 Axial Tension:AISC 360-10(ASO),Clause 01,D2 SHEAR-RESISTANCE Shear-Elastic Analysis: Vfx and Vfy They are selected as the maximum values anywhere on the member span. ['6] AISC 360.10(ASD):Clause G3,G2.1,G4 to G7 COMPOSITE SECTIONS-BENDING RESISTANCE Applied load: They are selected as the maximum values anywhere on the member span. Bending-Composite Members ['7] AISC 360-10(ASO):Clauses 13.2 26 20-FUSGS Design Maps Summary Report PrintView Detailed Reyort User—Specified Input • Report Title ASC#3170 - MENIFEE, CA Wed November 30, 2016 21:24:36 UTC • Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) • Site Coordinates 33.63927°N, 117.19383°W • Site Soil Classification Site Class D—"Stiff Soil' • Risk Category 1/II/fI1 WOW „ yy BL`EiE Algrtrl , - fSI n i iJ.lar sukciry -- nctwsteP YY j 0/A6WHD ,no71h'. Itsmat .Lake Elsi iorC b/>.tr lltlo/,bi VAbI£Y w vq, Lakeland Village §edco Hillsf,,r ftu Hills yq �pMA y. i ^` Wildmiae / YA iY Mumeta +ranch :-`HogSprirl vaacy th // 'C ad'Jt� ,i '�t1 R'18t8• .�e USGS—Provided Output Ss=1.624 gSms=1.624 gSDS=1.082 g Si =0.696 gSmi =1.044 gSDt =0.696 g 27