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HomeMy WebLinkAboutARDENWOOD 39415_06-00001543 THRU 06-00001550 t 7 /I CONSTRUCTION NOTES: Q I 111�I t IT 1.ALL PERIMETER BLOCK WALLS&DECORATIVE IRON I j / j t I SEPARATE PERMIT FENCING,LIGHTS,&BLOCK C)POLES SHALL BE SUBMITTED FOR , , ,i '� I SEPARATE REVIEW&PERMIT. , , OBTAINASEPARATEPERMI \ �•� / I RECREATION CABANA FOR DETACHED GAR4GES. I ` `\ 2.ALL SITE SIGNAGE SHALL BE SUBMITTED FOR SEPARATE / � I r �l/ J I� &MAIL K10SKNOTNOT PART OF I — RENEW&PERMIT. W i i I THIS SUBMITTAL - 3.FIRE PROTECTION SYSTEMS SHALL BE DESIGNED BY / > / / \\ LICENSED SUB-CONTRACTOR.G.C.SHALL BE RESPONSIBLE A R C H I T E C T S CC / / / \ \ FOR SEPARATE PLAN RENEW&PERMIT.ON SITE HYDRANTS C / �/ \ `\ , O R A N G E SHALL BE INSTALLED&OPERATIONAL PRIOR TO PERMIT ISSUANCE.MAINTAIN FIRE DEPARTMENT ACCESS THRU ALL O �//, / / \ ^ x,.a a.,s.smx•as+w.�+"""""°�""uPvos, PHASES OF CONSTRUCTION. \J!1 I ABBREVIATION$: // //i / //// �T — \p /\ CP - CARPO RT GUEST /' COMMUNITY PARK GA -GARAGE / /\ , / /' / / // H -HANDICAP OPEN \ HC -HANDICAP APARTMENT CAP CARPORT HGA -HANDICAP OPEN GARAGE AN HGA -HANDICAP GARAGE / - T -TRASH ENCLOSURE TYPICAL _ _ _ �� I/ /_ RAMSGATE A2.2 --— —� — — \ APARTMENTS 2- '\\ 6p�PT� y,^'r z 1 7� B1 A2 C1R 1R 10 /l/-3 81 Ct r -zoo zl' te• •_ 1- \ —� Y \ �� tti 6� r / 12 I-9 a 91 O I LAKEELSLNO CALIFORNIA ,�\ 3 B7 O '. 2 1 Nc ♦ O Ar�e�twoo� i / ° /% 4 _ B ' i I 1/1 �'^4sr,. woo zt - w n cn li ,4 / z �.�i --� � /ayd° vr��'• c�'3 `w '"51'Y �' ::�e r W �i'(Q1TIjITu'Iw(.,1 I�uIwIwIW1Wj�Si fi�p11`�im / ^\`\\ q0°® / / ® ( (� .,. ' c7R p\ I I F F Development L.P. ro Itf cP Ia ■(I I I I SSISan Diego Caldcunia 92121 Suite� (619)457-27z3 Ph (619)457-2832 Fax 1 1- cA zs F F Development L.P. 2329iC95 I00n AaHll 3 (949) 2064,60 06-1 Fn (999)206-]991991 Fax 1 DA C-R II I ie \ I d \ 41 NOTES: -\ : / E_R E /// — — SINGLe, 'FAMILY HOMES _ — - --- ©2005ArchitectsOrange /.{ 7APvtplant are copY"d protected.Under � such protection urwuthon'zed use is rwf permitted. 1.UNITS W/'HC'DESIGNATION REPRESENT 5 R OF FIRST �`��� , �� r)r♦ B- /(\\ / ,T=pmu sAan eut ee reproduced w used a / \ / xithoa written permission Amhdee,Omn e. FLOOR ACCESSIBLE UNITS REQUIRED TO HAVE RE-PUNTIONABLE `. \ \\ - B , / 1 A SINK WORK AREAS AT KITCHENS.ALL FIRST FLOOR UNITS \ SHALL BE ACCESSIBLE TO FRONT DOOR&HAVE ADAPTABLE `' INTERIORS AS REQUIRED BY FAIR HOUSING REQUIREMENTS. S E OF!0(1ST FLOOR UNITSy FACTOR PARKING REQ. UNIT AND PARKING TABULATION LEGEND - say .4.01NS75 REQUIRED \\�\ k �, P-1, a a ♦ j / UNIT g UNITS 4.0 UNITS PROWDED ` , 2 ` ✓ \ ♦ b` // 1 BEDROOM 194 1.66 322 OWIO 2.AT EACH ACCESSIBLE PARKING SPACE SHALL BE `��� B1 1 // 2 BEDROOM 140 233 326 INDICATES BUILDING NUMBER vmlecl rvumaer PERMANENTLY POSTED SIGN,CENTERED BETWEEN 36-AND 60' ::\•'•��o� �/' / 3 BEDROOM 18 2.33 42 1 J� om.+rt]Name ABOVE THE PARKING SURFACE AT THE HEAD OF THE SPACE \`� d 1 / / TOTAL 352 590 ppl : / INDICATES BUILDING TYPE/STORIES WHICH INCLUDES THE INTERNATIONAL SYMBOL OF \;`�\ 'Q / Ot-ip-QS ACCESSIBILITY AND STATE"RESERVED" \ .,\\• '� �,p / / PARKING PROVIDED Pbt DaL \� \\ // \�\ OPEN 227 A3 — UNIT TYPE 7-75-05 ®&-DG DEPT REV/2 1 0 3.WALKWAYS AND SIDEWALKS ALONG ACCESSIBLE ROUTES OF \ \ `�\ 1 / // / TANDEM 102 Q TRAVEL SHALL BE: � \ CARPORTS 147 O \\ \ 1^ / \\ z _ / / GARAGES 90 II CARPORT A-CONTINUOUSLY ACCESSIBLE AL G O B-HAVE MAXIMUM 1/2'CHANCE IN ELEVATION \� \\\\\ / \\ ACCESSIBLE PARKING ANALYSIS: Q Q C-48"WIDE MIN. ACOUSTI / /// THE PURPOSE OF THIS PLAN/S TO INDICATE TRASH ENCLOSURE REQUIRED ACCESSIBLE RESIDENTIAL PARKING Q 21E%8l1(GROUND FLOOR UNITS) Q W D-WHERE NECESSARY AL CHANGE ELEVATION AT A SLOPE ARCHITECTURAL BUILDING TYPES AND Vi a`-"��\ / / \ -1.6 SPACES-2.0 SPACES I-- EXCEEDING SR(SECTI SHALL HAVE RAMPS COMPLYING WITH A/C CONDENSERS (q CBC 1007.CBC SECTION 1107A.5 ARCHITECTURAL FEATURES ONLY. ��`� \\ p E-A CURB RAMP SHALL BE PROVIDED A7 ALL LOCATIONS SEE CIVIL PLANS FOR ALL SITE DIMENSIONS, .����` \ J / \ TOTAL NUMBER OF OPEN PARKING SPACES=227 �Da / C.B.C.it7B.A.1=5R x 227=12 ® MAIL KIOSK-SEE SHEET MK-1 S H E E T N U WHERE SIDEWALK CONNECT TO THE STREETS OR WHERE PATH VEHICULAR DRIVES,CURB CUTS,ETC. `0�\\`\\ \ ,// REQUIRED ACCESSIBLE PARKING SPACES = 12 OF TRAVEL IS INDICATED CBC SECTION 1127B.5 \\\ IOU- SEE SHT T.t FOR TRASH ENCLOSURE �_ / / PROVIDED ACCESSIBLE PARKING SPACES = 12 F-CROSS WALKS SHALL BE PROVDED WHEN PATH OF �.` 7-12 TRASH ENCLOSURE-SHEET T1 In TRAVEL CROSS A STREET OR DRIVE ��� / / NORTH TOTAL ACCESSIBLE PARKING PROVIDED: PERMIT APPUCATION NOTE: \� ��\\ O G-PROVIDE DETECTABLE WARNINGS AT ALL CURB RAMPS OR \ / � ATTACHED GARAGES 2 SPACES AS REQUIRED BY SECTION 1120A.5 OF CBC DRAWINGS CONTAINED IN THIS SUBMITTAL ARE FOR APARTMENT \ `�"\ / / DETACHED GARAGES 0 SPACES ACCESSIBLE STALL-SEE 4/A1.2 O U BUILDINGS,GARAGES,AND TRASH ENCLOSURES.CARPORTS / CARPORT STALLS 3 SPACES O O SHALL BE IN DEFERRED SUBMITTAL PACKAGE. OPEN SPACES 10 SPACES A2 . 1 4.MANAGEMENT PRACTICES AT THIS APARTMENT FACILITY N SN SHALL PROVIDE DESIGNATED ACCESSIBLE PARKING SPACES AT \ � `' • / OPEN VN SPACES 2 SPACES ----__— Ia? DWELLING N.I.C.: 0 25' 50• IGO' TOTAL 17 SPACES PROPERTY UNE NG UNIT ON REQUEST FROM DISABLED RESIDENTS THE SAME TERMS AND WITH FULL RANGE OF CHOICES ON (CLUBHOUSE-LEASING OFFICE.MAIL KIOSK AND POOL AREA \ \ \ STRUCTURES ARE PART OF SEPARATE SUBMITTAL CONTAINED IN 1 VAN PARKING REQUIRED FOR EACH 8 OPEN ACCESSIBLE SURFACE SPACES,PARKING STRUCTURE SPACES,COVERED j CARPORT SPACES,ETC.)AS PROVIDED FOR OTHER RESIDENTS. SEPARATE PACKAGE) SCALE: 1°=50'-0" ( BUILDING SETBACK LINE ` CBC 1118A.1 _ SPACE PROVIDED.VAN SPACES INDICATED WITH A'HV'.) Y? C )F SAKE TY OF LAKE ECSI�pRE :.11_DING DIVISION B 0 r RE��SED ION APPROVED I V GENERAL STRUCTURAL NOTES p OFESS/O VARIES (SEE SITE PLAN) SCHEDULE t.CODE Q��t M pRFp�`�"gc 18'-0" STD. BAYS 23'-0" BAY 18'-0" STD. BAYS 9'-0" MODEL NO.: DP 2001 EDITION OF THE CALIFORNIA BUILDING CODE - "a 1996 AISI COLD-FORMED STEEL DESIGN MANUAL m WHERE OCCURS OCCUPANCY GROUP U-1 N C 046 COLUMN TYP. PURLIN BRACING TYPE OF CONSTRUCTION V-N 2.LOADS # Ex 6/3D SEE SCHED. PURLIN MIDSPAN A AT THIRD SPANS - DEPTH OF CAR SPACE 20'-0" ROOF LIVE LOAD: a 20 PSF, REDUCIBLE J` RACING TYP. AT HANDICAP BAY BAY WIDTH 18'-0" 23'-0" H.C. WIND LOAD = 80 MPH, EXPOSURE 'C' r4,F OF 11y1f A HALF BAY WIDTH 9'-0" 11'-G" H.C. 3. FOUNDATION 7\ 10 '�, 29GA "AITA-RIB" PANELS FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 1 O - - (AEP "X-SPAN") 2000 PSF AT 12"BELOW FINISH GRADE OR EXISTING NATURAL GRADE, c ROOF DECK (Fy = 80 KSI) WHICHEVER IS THE LOWER ELEVATION. �-/ 10" x 2 1/2" x 14CA CEE 4, CONCRETE U�J ROOF PURLINS (n 0 -0 eCOIUMNAT I (Fy = 55 KSI) ALL CONCRETE REQUIRED HEREIN SHALL BE DONE IN ACCORDANCE R ACI STANDARD 301-95,SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR ,J COLUMN AT ROOF PURLINS 10" x 2 1/2" x 12GA CEE BUILDINGS",WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS,WITH THE FOLLOWING MODIFICATIONS: Z FOUNDATION HANDICAP BAYS (Fy = 55 KSI) 0 0 ?- PARA 2.1.2: CEMENT SHALL COMPLY W/ASTM C150,TYPE II. Q LU O (2) CEE 4 2 1/ x14GA BOXED PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. Q COLUMNS - STEEL 0 a _ _ _ _ _ _ ` _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ (Fy 55 KSI) PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMUTED. w FOUNDATION DIAMETER 20" 0 PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ASTM z (n a t1 Jo /_ a a — e _j o' - FOUNDATION DEPTH 3'-4" A615,GRADE 40. ALTERNATE SPREAD FOOTING 3'-3" x 3'-3" z SPREAD FOOTING DEPTH 24" 5, STEEL ROOF DECKING Q O STEEL ROOF DECK SHALL BE AEP SPAN 'HR-36"(IC ER-2757)OR rr L- 0 0 EQUAL, CONFORMING TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE; I I ASTM A792, ASTM A653, OR ASTM A611 WITH A MINIMUM YIELD STRENGTH t.J N I OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. LLI p 8.llGHT GAUGE STRUCTURAL STEEL FRAMING LU v ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC U/ PROFILES(AEP SPAN)WITH CITY OF L.A. APPROVED FABRICATOR tO CERTIFICATION#1688 OR OTHER MANUFACTURERS W/THE EQUIVALENT I QUALIFICATIONS. a ll^^ 20'-0" RIDGE 20'_0^ ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN VJ LLI ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL ROOF DECK ROOF PURLIN TYP. "INSTITUTE SPECIFICATIONS FOR THE DESIGN OF COLD-FORMED STEEL f"' H SEE SCHEDULE SEE SCHED. 4'-6" 11'-0" 4'-6" 4'-6" 11'-0" 4'-3' Q B STRUCTURAL MEMBERS". O 0 � F ROOF ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VAUD CERTIFICATE wc - W SLOPE SLOPE AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES G�U DECK 1/4 1/4 SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR G -\ NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. Q O ROOF FRAMING PLAN N STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED (, Cap� LIJ N^T`^ < MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE,AND OTHER SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR \/ 1 0 O W IN 7 BUNDLEFASTENEB Q FABRICATED MATERIAL. Y Q 3 Z ` SEEPUR SCHEDULE CHEDULE STEEL SCREW FASTENERS SHALL BE*VS"BRAND SELF DRILLING-SELF U LJJ _1 0 TAPPING SCREWS BY D.B. BUILDING FASTENERS (ICSO#5617) OR EQUAL, Q Z w W VARIES(SEE SITE PLAN) i L1J g 8. CONTRACTORS I O�LU LL 23'-0" BAY 18'-0" 9'-0" THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS O ~�< STANDARD BAYS WHERE OCCURS STANDARD BAYS COLUMN N m TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE L (/) Q ROOF DECK SEE SCHEDULE op APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR WRITTEN r LJ—_J LL APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED I SEE SCHEDULE _ _ Y (D:" `p TO THE ENGINEER FOR HIS REVIEW DO NOT CONSTITUTE "IN WRITING' FINISH UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF Q� GRADE CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE C) -(�1 PURLIN PER SCHEDULE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTORS OR CONT. 16GA END CLOSURE "SUBCONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO TRIM. ATTACH TO FASCIA —COLUMN TYP. REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER, Co PURLINS W/(1) #12 SCREW CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, AT TOP AND BOTTOM OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD FLANGES FINISH CAISSON FOOTING STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE PROVISIONS c0 GRADE ----- SEE SCHEDULE SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT MEMBERS ARE z � ERECTED TO INSURE THE SAFETY OF THE PARTIALLY ERECTED STRUCTURES. cp \ THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE O `CAISSON FOOTING FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE _ Q STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE U 0) (SEE SCHEDULE) q CROSS-SECTION ITEMS. O W N 9. ENGINEER OF RECORD B TYPICAL ELEVATION BAJA CONSTRUCTION CO., INC.AND/OR THEIR ENGINEERING CONSULTANTS IS z PZ URj ONLY RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND 0 cc:STRUCTURAL CALCULATIONS AS PROVIDED FOR THIS PROJECT. BAJA Q CONSTRUCTION CO., INC.AND THEIR ENGINEERING CONSULTANTS ARE NOT F CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN THE a ♦1 L1. PREFABRICATED STEEL SYSTEM CANOPY/CARPORT/RV& BOAT STORAGE/OR �•/ o SEE SCHEDULE MINI-STORAGE SYSTEMS THAT IS SHOWN ON THESE PLANS. (p O CC co ROOF DECK THESE PINS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON L Lu (2) 14 X 7/8 LAP TEK SCREW THE PLANS. IN ADDITION,THESE PLANS ARE ONLY APPLICABLE TO THIS P— ROOF DECK (6) #12 SCREWS PER PANEL 1 03'-3" TOP &BOTTOM PROJECTS PROVIDED BAJA CONSTRUCTION PROVIDES AND INSTALLS ALL (2) 4 X 7/B LAP TEK Z N tG PER SUPPORT SCREWS®3'-3" TOP1 MATERIAL SPECIFIED HEREIN. z M COLUMN - SEE &BOTTOM \ N 10.ALTERNATE FOOTING AND OPTIONAL TRIM LL O SCHEDULE -_-- IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED,THERE O N 1 WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. 29 GA. SIDE LINE TRIM 1" X 4*CA. STRAP ®3'-4"O.C. THE OPTIONAL TRIM SHOWN IN THIS DRAWING CAN BE PROVIDED BY BAJA POURED CONC. IJ (8) #12 H.W.H. SCREWS CONSTRUCTION FOR AN ADDITIONAL CHARGE. CAISSON 4 CLOSURE TRIM 4A CLOSURE TRIM " 1 ".,.5. (OPTIONAL) N.T.S. PURLIN I SLOPE FINISH GRADE 2.133, COLUMN Z o #12 CREWS W/ 5/8"0 / \ PURLIN TO COLUMN ROOF DECK DOME WASHER EACH m COLUMN - N.T.S. LOW EACH SUPPORT a 1 w E� CONNECTION a I � EQ. E0. o o I iv i _____ N #4 X 12" EACH #12 SCREWS W/ 5/8"0 w DIRECTION (DRILLED) DOME WASHER EACH ALTA-RIB PANELS (OR EQUAL) #14x7/8" LAPTEK LOW EACH SUPPORT (3) #5's REBAR SCREWS AT 36" 0:� 1" X 20 W. STRAP 2" FINISH ROOF DECK SCREWS EACH OONN. PURLIN 1 1I TEK TMP'2-24 < ° GRADE EA WAY. SIDELINE TRIM _ i g PURLIN STRAP DETAIL CITY OF LAKE ELSINORE 3' CLR. . N -(�' SIOtd o MIN. _ N.T.s. C.7' �INvI � PRQI.NO.: DATE: 3 CLR. 11�I v '-'• _` 8313-OP-BB 08/31/06 SEE SCHED. SEE SCHEDULE MIN. t) #12 SCREW TOP 60A END CLOSURE W/ (1 ��� SE "5- DRAWN: CHECKED AND BOTTOM TO PURLINS FRL R.P. PURLIN DBL, 4"x2 1/2" BOXED 10"x2 1/2' SHEET: 1 COLUMN AT 1A ALT. SPREAD FOOTING 3 DECK&PURLIN Q� COLUMNS PURLIN S 1 -D P B B CONC. PIER "'� "`� CLOSURE "'g ` MEMBER PROFILES 1 of 1 SEE SCHEDULE FOR MEMBER THICKNESS(GA) COMPUTER FILE: 8313-DP-BB.dwg r.swm.=Califmmie�b1J-FURe1C DerAUDmeu f4 Ri:IW�mN'7 Remy�an�alll.Gy"mi„pV931}pp.a"ck.d+be:M.dwg,N VIDa6�:�1.a9 MA,Fm:a Lamu+.Bve Cmrm",;m Ce.,Inc. 36j �.� nstruction Co., Inc. (',gc I of 18 Z i-osler Street lob#8313.DII-BB 'iviartinez, CA 94553 Ridgestone (800) 366-9600 08/31/06 91 -0" x 20'-0" Double Post Back-to-Back Carports Rid estone at Rams ate 39415 Ardenwood Way, Lake Elsinor CA for: Fairfield Develo ment Desis-» Criteria: Roof Live Load (slope 1/4 on 12) .......... RLL:= 20.0-psF Basic Wind Speed(mph) ....................... Wind = 80 qs = 16.40 psf Wind Exposure ........................................Exp - C Ce= 1.06 O� �+n NO.C 37 70 Seismic Zone ..........................................Zone=4 Z = 0.40 Exp.00 � Soil Profile ...............................................Soil=Sd Importance Factor ................................... 1:= I f G��d Allowable Stresses Roof and wall sheeting ..........................ASTM A924 Grade 80 Fyshtg 80.0•ksi Fbshtg:= 36.0•ksi Frames, purlins and gists ........................ ASTM A607 Grade 55 Fy 55.0-ksi Fb := 33.0 ksi Allowable Soil Bearing Pressure ........... ASBP:= 2000•psf Concrete ...................................................fc:= 2500-psi at 28 days Reinforcements .......................................ASTM A615,Grade 40 Roof Dead Loads: Roof panels .. RDL I := 0.74•psf Framing ....................................................RDL2:= 1.0-psf Misc ......................................................... RDL3 := 0.26•psf CITY OF LAKE ELSIN®h Total Roof Dead Load, RDL := RDLI + RDL2 + RDL3 RDL = ION EVIS" El Il Baj�;•Construction Co., Inc. Page 2 of 18 22.3'Foster Street Job N8313-DI'-1313 Martinez, CA 94553 Ridgestone (800) 366-9600 08/31/06 Roof Sheeting: 29ga AEP "X-Span" (Alta -Rib) panels L:= 11.0 ft cantilever, a:= 4.5•ft tributary, s:= 1.0•ft w:_ (RILL+ 0.74•psf)•(s) w= 20.74plf Spos:= 0.1029•in3 Sneg:= 0.0868•in3 M := (0.125•w•L2) - (0.5•w-a2) ,'41 = 103.70 ft.1bf fb:= M fb = 12.09ksi Spos Meant:= 0.5•w•a2 Meant = 20999 ft.Ibf fb Mcanl tb= 29.03 ksi Sneg Uplift: Cc = 1.06 qs = 16.40psf I = 1.00 Unenclosed structure, Cq:= 1.3 Yu Ce•Cq•gs•I Pu=22.60psf Wtlplilt:= (Pu -0.74•psf)•(s) wuplift=21.86plf Mluplifi 0.125•(wuplift)•L2- 0.5-(wuptift).a2 Mluplift = 1311.55 in•Ibf at cantilever: M� 2 -uplift:= 0.5'(Wuplifi)•a N42iiplift = 2655.84 in•Ibf Req'd.Section Modulus, Sxfzgd:_ n]aX(1V11 uplift,N12upfift) Sxfegd 3-0.0555 in _ panel adequate 1.3�� Fbshtg Connection to Purlins: #12 SD screws w/5/8"0 dome washer every flute(9.0" o.c.) Member in contact w/screw head(29ga), t1 :- 0.0139•in Tensile Strength, FuI := 82.0•ksi Screwhead diameter, d 0.312•in dw:= if(d < 0.50•in,d,0.50•in) dw =0.31 in Pnov := 1.5•t1•dw•FUI Pnov = 0.53 kips __> Allow.Pullover, Pa:= Pnov Pa- 177.81 Ibf 0 wu :_ (Pu - 0.74•psf) (0.5•L + a) wu =218.59p1f Max.screw spacing. Spacing 1.33•Pa p � := Spacing= 12.98 in wu Actual screw spacing=9.0 in O.K. Baja construction Co., Inc. Page 3 of 18 223 Foster Street ,lob 48313-DP-BB Martinez, CA 94553 Ridgestone (800)366-9600 08131/06 Roof Purlins: Cee 10" x 2 1/2" x 14ga L :— 18.0•ft cantilever, a:= 9.0-ft tributary, s:= 10,0•ft Roof tributary area, A:= (L + a)•s A= 270.00ft2 RLL:= if(A <200•ft2,20.0•psf, 16.0-psf) RILL= 16.00psf w:= (RDL+ RLL)•s w= 180.00p1f Uplift: Cq := if(A < 100-ft2,Cq, 1.3 — 0.30) Cq = 1.00 Pu := Ce•Cq•gs•1 Pu = 17.38psf wu :_ (Pu — RDL)•s wu = 153.84pif See purlin analysis below. Purlin to Column Connection: (8)-#12 screws d:= 0.216-in S2:= 3.0 Steel in contact with screw head: 14 a Fit, := 65-ksi tt := 0.075-in' Pit, := 2.7-tt•d•Fitt Pnt =2.84kips Steel not in contact with screw head: 14ea Fu2:= 65•ksi t2 := 0.075 in Pn,:= 2.7•t2-d-Fug Pn, = 2.84 kips For 12/tt equal to or less than 1 o.s P113:= 4.2•(t23•d) •Fu2 Pn3 = 2.61 kips t2 Allow Shear per screw: = 1.00 tj t2 Pn if -- 5 I,min(Pnt,Pn2,Pn3),min(Pni,Pn,) Pit = 2.61 kips tt Pn =2.61 kips =___> Pa:= Pn-- Pa= 0.87 kips 0 GF:= 8 (Pa) GF= 6.95 kips P:= max(w,wu)•(L) P= 3.24 kips — O.K. 1996 AISI Specification wI1999 Supplement �G Project: Model: Purlins - D + L �4'"'..."° € ZR S`&}s w,W- '# fi t* L. k y *' 1 '' w7 i�.� '� tag`"Y�. 1? x€n � Tv. '3 a +'knpy,/�`4✓�'x 7'C T; e ,p.y}: `a }3 Unif Ld lb/ft i R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 149a Single Maxo= 9342.0 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 17.46 in Va = 3751.5 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 7290.0 0.780 4653.9 None 7971.9 0.584 0.495 L/436 Center Span 7290.0 0.780 4100.7 Full 9342.0 0.439 0.343 L/629 Combined Bending and-Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb). (Ft-Lb) Value Req'd ? RI 3645.0 2.50 2269.7 7290.0 2.71 YES R2 1215.0 2.50 1312.5 0.2 1.11 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 2025.0 7290.0 1.00 0.54 0.78 0.90 NA R2 1215.0 0.2 1.00 0.32 0.00 0.10 NA 1996 AISI Specification w11999 Supplement p eA5 e Project: r Model: Purlins - D + W � '§st�'`t �' �"�: =:. ��s� x,t"��r���`'' � r; �e��� ��i��� ` �� � ��_�- � �,a° "'`*` , u���.+-� r .•:i Unif Ld L m��.:a...,:s�.,�a. aa.;..x •:�F4 .,...�«tr���rt.+�, ::..s,3�..�:a,�,� �r::.: �_=�....o.. ;�:�.�.:s;�:t�,��:.:�,t;,�:_.�.:'.�::.:�.�.�� lb/ft R1 R2 9.00 ft 18.00 ft Section : Cee 10 x 2.5 x 14ga Single Maxo= 9342.0 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 17.46 in Va = 3751.5 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Left Cantilever 6237.0 0.501 3981.7 Full 9342.0 0.320 0.424 L/510 Center Span 6237.0 0.501 3508.E Mid-Pt 6595.0 0.399 0.294 L/735 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 3118.5 2.50 2269.7 6237.0 1.74 YES R2 1039.5. 2.50 1312.5 0.4 0.71 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr, Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffen . Stiffen R 1 1732.5 6237.0 1.00 0.35 0.50 0.37 NA R2 1039.5 0.4 1.00 0.21 0.00 0.04 NA Baja C-Enstruction Co., Inc. Page 6 of 18 223 Foster Street Job 48313-IMP-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Handicap Bay Roof PUrllns: Cee 10" x 2 1/2" x 14ga L:= 23.0•ft cantilever, a;= 0,041 tributary, s:= I0.0 ft Roof tributary area, A:= (L + a)•s A = 230.00 ft2 RLL:= if(A < 200-ft2,20.0-psf,16.0-psf) RLL = I6.00psf w:_ (RDL + RLL)-s w= 180.00 plf Uplift: Cq:= if(A < 100-1`12,Cq, 1.3 — 0.30) Cq = 1.00 Pu :- Ce.Cq•gs-I Pu = 17.38 psf wu :_ (Pu — RDL)•s wu = 153.84 PI See purlin analysis below. Purlin to Column (8)-02 screws (I := 0.216•in f2 := 3.0 Steel in contact with screw head: 14 ea Fu, 65 ksi tj := 0.075•in Pni := 2.7-ti•d-Fu1 PnI =2.84kips Steel not in contact with screw head: 14Qa Fu, := 65-ksi t2:= 0.075•in Pn2:= 2.7•t2•d•Fu2 Pn2=2.84kips For t,/t I equal to or less than I n.s Pn3 := 4,2•(t23 d) Fu2 Pn3 - 2.61 kips Allow Shear per screw: t = 1.00 (I t I'll := if < I ,nlin(Pnl,Pn2,PI13),ntin(Pnl,l)n2) Pn =2.61 kips tI Pn - 2.61 kips =___> Pa:= Pn— Pa = 0,87 kips f2 GF:= 8-(Pa) GF=6.95 kips P:= ntax(w,wu)•(L) P=4.14kips O.K. 1996 AISI Specification wl1999 Supplement Project: Model: Handicap Bay Purlins - D + L c'p ,{z�P� 9 Unif Ld lb/ft R1 R2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Maxo = 13169.8 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I= 23.99 in14 Va = 10358.9 lb Wind or Earthquake Factor Included ? No Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos! Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 11902.5 0.904 11902.5 Full 13169.8 0.904 1.601 L/172 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ft-Lb) Value Req'd ? R1 2070.0 2.50 2809.4 00 0.88 No R2 2070.0 2.50 2809.4 0.1 0.88 No Combined Bending and Shear Reaction or Vmax Mmax Va intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va MlMa Unstiffen Stiffen R1 2070.0 0.0 1.00 0.20 0.00 0.04 NA R2 2070.0 0.1 1.00 0.20 0.00 0.04 NA 1996 AISI Specification w/1999 Supplement Gc5 e O Project: Model: Handicap Bay Purlins - D + W Unif Ld 154 I 0 b/ft ; R1 �z2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Maxo= 13169.8 Ft-Lb Fy= 55.0 ksi Moment of Inertia, I = 23.99 in14 Va = 10358.9 lb Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 10183.3 0.580 10183.3 Third-Pt 9920.4 0.770 1.370 L/201 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (Ft-Lb) Value Req'd ? R 1 1771.0 2.50 2809.4 0.0 0.57 No R2 1771.0 2.50 2809A 0.1 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 1771.0 0.0 1.00 0.13 0.00 0.02 NA R2 1771.0 0.1 1.00 0.13 0.00 0.02 NA Baja Construction Co., Inc. Page 9 of 18 223 Foster Street Job#8313-DI'-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Column Loads: Dead Load+Live Load Tributary area= 1/2 standard bay+ 1/2 handicap bay Dead load on column, Pdl := (RDL)-(20.5-ft)•(10.0•ft) Pd1 = 0.41 kips Live load on column, PIl :_ (RLL)-(20.5-ft)-(10.0•ft) PI1 =3.28kips Pt:= Pdl + PH Pt= 3.69 kips Mcol := 0.0•ft•kips Wind Load(on 4-columns) Cc= 1.06 qs = 16.40 psf I= 1.00 Unenclosed structure, Cq:= 1.3 Wind pressure, P:= Cc.Cq•gs-I P'=22.60psf Fw:= (P)•(20.5-ft)-(I.5-ft) Fw=0.69 kips Mwind := 0.25•Fw-(9.0•ft) Mwind = I.56ft-kips (each column) Seismic(on 4-columns 1:= 1.0 R := 2.2 Na:= 1.5 =_—___> Ca:= 0.44•Na Ca=0.660 W:= RDL-(20.5•ft)•(40.0•ft) W= 1640.00 IV 2.5•Ca.1 Vs:_ •(W) Vs=0.88 kips 1.4•R Mseis:= 0.25•Vs•(9.5-ft) Mseis=2.09 ft-kips (each column) Baja Construction Co., Inc. Page 10 of 18 223 Foster Street .lob#8313-D1'-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/34/06 Columns, cont: (2) Cee 4 x 2.5 x 14 foxed Allowable Axial Stress: Fy:= 55.0•ksi E:= 29500•ksi Ky:= 2 Ly:= 9.5•ft ry.:= 1.7766•in Kx:= 2 Lx:= 9.5•ft rx:= 1.60922in C y y\z z it L 1 = 16469.88 rKx•Lx� =20074.73 rx �.L I: Fe:= _ Fe= 14.50ksi ma (Ky•Ly 2 rKx.Lx' l ry. \ r Fn :— if�Fe > 0.5•Fy,Fy• 1 — Fy �,FeJ Fn= 14.50ksi 4•Fe Ae 1.5632-in2 Oc:= 1.80 Pn := Ae-Fn Pn =22.67kips Pa:= Pn Pa= 12.60 kips nc Combined Loading-Dead Load+Live Load nb := 1.67 Ix:= 4.0477•in4 Sx := 1.9579•in3 E =29500.00 ksi Cmx:= 1 Mnx:= Sx•Fy Mnx=8.97 ft•kips Pex:= it E 1x Pex =22.67kips (Kx•Lx)2 S2c•(Pdl + P11) Pex Qc•(Pdl + P11) f2b•Cmx•Mcol + = 0.29 — 1.0 Q.K. Pit Mnx•ax Combined Loadinc,- Dead Load+ Wind Load for seismic S2c.(Pdl) ax:= 1 — ax= 0.97 Pex Qc•(Pdl) !Db-Cmx•max(Mwind,Mseis) + =0.43 < 1.33 O.K. Pn Mnx•ax Baja Construction Co., Inc. Page l 1 of 18 223 Foster Street Job#83 1 3-13114313 Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Pier Footing: 20"0 x 3'-4" deep Caisson Max.Moment, Mmax:= rnax(Mcol,0.75•Mwind,0.75•Mseis) Mmax= 1.56ft•kips Equivalent Point Load, p:= Mmax P=0.16 kips 9.5•ft Allowable lateral bearing pressure ...................... Sa:= 200-psf ft Applied lateral force ...............................................P= 0.16kips Distance-P to ground ........................................... h := 9.5•ft Pole diameter(or diagonal) ....................................b:= 20.0•in Pole embedment depth ...........................................D:= 3.33-ft Structure is not adversely affected by 1/2"ground motion -- use twice value of Sa S, := 2-SR D S1 =444.00 psf 3 2.34 P A := A = 0.52ft SI•b d := 2 I 1 + I L3 d = 2.60ft 4 A ) Check Pier Footing for Vertical Loads (DL+LL): Allow. Soil Bearing ............................SBPa:= 2000•psf %Increase for depth 1 ft Total Soil Bearing Pressure ............. SBPt:= SBPa + %-(SBPa)•(D— 1.0•11) SBPt=2932.00 psf Pier Diameter .........................b =20.00in r:= 0.5•b r= 10.00in Max. Vertical Load ................P:= Pdl + PH P= 3.69 kips Actual Soil BearingP ••••••••-••••• SBP:= z SBP= 1691.37 psf — O.K. tt•r Baja Construction Co., Inc. Page 12 of 18 223 Foster Street Job#8313-DP-BB Martinez, CA 94553 Ridgestone (800)366-9600 08/31/06 Check Pier Footing for Uplift Loads (DL+Wind): Cc= 1.06 Cq:= 0.70 qs = 16.40 psf I= 1.00 Pu:= Cc-Cq•gs•t Pu = 12.17psf Uplift:= (Pu — RDL)-(20.5-ft)•(10.0-ft) Uplift= 2.08 kips Allow. Skin Friction SBPa ••••••••••••• Ff:= Ff = 333.33 psf 6 Pier Capacity ......................... Cap:= n-b.Ff Cap= 1745.33 plf Friction capacity .................. Fup:= (Cap)-(D— 1-ft) Fup=4.07 kips (neglect top 1.0 ft) Weight of footing ................ W:= (145.pcf)-(7r r2)-(D) W= 1.05 kips W+ Fup FS:= FS=2.46 Uplift Check Alternate Spread Footingfor Load: Y-3" x 3'-3" x 24" deep Uplift=2.08kips W:= (145.0-pcf)-(3.25-ft).(3.25-ft)•(24•in) W = 3.06 kips Allowable Skin Friction, Ff =333.33 psf Footing Perimeter Length, L:= 2.(3.25-ft + 3.25,ft) Effective Footing Depth, D:= 24.0-in — 12.0-in D= 12.00 in Footing Friction Capacity, Fup:= Ff.(L).(D) Fup= 4.33 kips Factor of Safety, WFup =3.55 Uplift Baja Construction 223 Foster Street Martinez, CA 94553 Rev 580001 -- ---- - - - - --- - ... - User:KVV-060132zder5.a.0.1-Dec-2003 General Footing Analysis & Design (c)1983.2003 ENERCALC Engineering Software 5-HC-DP-SpreadFtg.ECW:Caleulations Description Alternate Spread Footing (w/ H.C. bay) 1 General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 3.250 ft Seismic Zone 4 Length along Y-Y Axis 3,250 ft Footing Thickness 24.00 in Live&Short NOT Combined CDI Dim.Along X-X Axis 4.00 in fc 2,500.0 psi Col Dim.Along Y-Y Axis 5.00 in Fy 40,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Min Steel% 0.0014 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 0.410 k ...ecc along X-X Axis 0.000 in Live Load 3.280 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates_Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left&right) (pressures @ top&bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 2.090 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears,.. (pressures @ left&right) (pressures @ top&bot) Dead Load k k Live Load k k Short Term k k Summary Caution: X(short)ecc>Widt 3.25ft x 3.25ft Footing, 24.Oin Thick, w/ Column Support 4.00 x 5.00in x O.Oin high i DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 639.3 696.3 psf Max Mu 0.619 k-ft per ft Allowable 2,000.0 2,660.0 psf Required Steel Area 0.518 in2 per ft "X Ecc,of Resultant 0.000 in 7.221 in Shear Stresses.... Vu Vn "Phi "Y'Ecc, of Resultant 0.000 in 0.000 in 1-Way 0.000 85.000 psi X-X Min.Stability Ratio No Overturning 1.500:1 2-Way 1.806 170,000 psi Y Y Min.Stability Ratio 2.703 Footing Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn 'Phi Two-Way Shear 1.81 psi 0.17 psi 0.11 psi 170.00 psi One-Way Shears... Vu @ Left 0.00 psi 0,00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top 0,00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI C_1 ACI C 2 ACI C-3 Ru/Phi As Req'd Mu @ Left 0.62 k-ft -0.33 k-ft -0.21 k-ft 1.6 psi 0.52 02 per ft Mu @ Right 0.62 k-ft 0.45 k-ft 0.29 k-ft 1.6 psi 0.52 in2 per It Mu @ Top 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 in2 per ft Mu @ Bottorn 0.58 k-ft 0.05 k-ft 0.03 k-ft 1.5 psi 0.52 in2 per It Baja Construction 22� Faster Street Martinez, CA 94553 Rev: 580001 User:KW-0601322,Ver5.80,1-Deo-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software -,-HC-DP-S'readFtg-ECW,CaICLIations Description Alternate Spread Footing (w/ N.C. bay) Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL+LL 639.35 63935 639.35 639.35 psf DL+ LL+ ST 0.00 696.26 328.82 328.82 psf Factored Load Soil Pressures ACI Eq.C-1 988.25 988.25 988.25 988.25 psf ACI Eq.C-2 0.00 974.76 460.34 460.34 psf ACI Eq.C-3 0.00 626.63 295.93 295.93 psf ACI Factors (per ACI 318-02,applied internally to entered loads) -225= ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1,300 ...seismic=ST': 1.100 Used in ACI C-2&C-3 � X-Span TM V � , Featuring Zincalume For Twice the Life! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of most zinc coatings. 2" y„ Painted side -K �( ,/\,"Span is a 36"panel engineered with long spanning capabilities in mind. Its structural nature, f 36"Net Coverage - --�� economical gauges and lasting coating systems makes X-Span the preferred panel for carports. Long spanning capability and its design provides Gauge wt. S+ I+ S- !_ (Ibs/ft'} (invft) (in`/ft) (in'Vft) (in°/ft) superior load and span capacities, saving money in the structural support system. 29 i 0.71 0.1029 0.1083 0.0868 0.1043 26 j 0.96 0.1497 0.1607 0.1277 0.1483 I ❑ Standard trim pieces are available and can be ordered by number. 0 26 gauge panels available with the DuraTechl'nt coating system or Zincalume" Plus for unpainted applications. Q 29 gauge panels available with the ColorGuard T"^xt coating system in Desert Beige, Surf White, and Light Stone or ZincalumeO Plus for unpainted applications. �xr ` S A N Ejlgi�ret.�-ed.Solrrt• , -// s i':;l�ji; —..ru j tri 1:x:•:��5'III:.r.Je �i�t:l Tacoma,WA sn0 :3:;-1957,'153-363-4955 FAX 153-27;)-07,}1 Fontana, CA 800-272-1466,909-823-0401 RAX Ga!l�ls,TXrsiiO-:;?7-2;q.1,��-I-t;?7-1-.1a FASZI-I-s2r;-i:19.1 1996 AISI Specification w/1999 Supplement 1�9 DATE: 8/31/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height= 10.0000 in Steel Thickness = 0.0750 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0473 in Moment of Inertia for Deflection (Ixx) 17.4578 in^4 Section Modulus (Sxx) 3.4039 in 3 Allowable Bending Moment (Ma) 9342.03 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia (Ixx) 17.4578 inA4 Cross Sectional Area (A) 1.2316 inA2 Radius of Gyration (Rx) 3.7650 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6593 in Gross Moment of Inertia (lyy) 1.0228 inA4 Radius of Gyration (Ry) 0.9113 in Other Section Property Data Member Weight per Foot of Length 4.1908 Ib/ft Allowable Shear Force In Web (Unpunched) 3751.53 lb Pao for use in Interaction Equation C5-2 21882 lb Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7316 in St. Venant torsion Constant (J x 1000) 2.3092 inA4 Warping Constant (Cw) 21.6347 inA6 Radii of Gyration (Ro) 4.2431 in Torsional Flexural Constant(Beta) 0.8335 1996 AISI Specification w11999 Supplement /,?x e, l DATE: 8131/2006 / SECTION DESIGNATION: Cee 10 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height= 10.0000 in Steel Thickness = 0.1050 in Top Flange = 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 5.0000 in Moment of Inertia for Deflection (Ixx) 23.9929 in14 Section Modulus (Sxx) 4.7986 in^ 3 Allowable Bending Moment (Ma) 13169.75 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 5.0000 in Moment of Inertia (Ixx) 23.9929 in^4 Cross Sectional Area (A) 1.7089 in^2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face 0.6614 in Gross Moment of Inertia (lyy) 1.3751 in^4 Radius of Gyration (Ry) 0.8970 in Other Section Property Data Member Weight per Foot of Length 5.8150 Iblft Allowable Shear Force In Web (Unpunched) 10358.93 lb Pao for use in Interaction Equation C5-2 34860 Ib Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) -1.7036 in St. Venant torsion Constant (J x 1000) 6.2802 in^4 Warping Constant (Cw) 28.9360 in^6 Radii of Gyration (Ro) 4.2127 in Torsional Flexural Constant (Beta) 0.8365 1996 AISI Specification w11999 Supplement DATE: 8/31/2006 SECTION DESIGNATION: 4 x 2.5 x 14ga (2) Boxed C Stud INPUT PROPERTIES: Web Height 4.0000 in Steel Thickness = 0.0750 in Top Flange= 2.5000 in Inside Corner Radius = 0.1250 in Bottom Flange = 2.5000 in Yield Stress, Fy = 55.0 ksi Stiffening Lip = 1.0000 in Fy With Cold-Work, Fya = 55.0 ksi OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber(Ycg) 2.0274 in Moment of Inertia for Deflection (Ixx) 4.0477 inA4 Section Modulus (Sxx) 1.9579 in 3 Allowable Bending Moment(Ma) 5373.48 Ft-Lb Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) 2.0000 in Moment of Inertia (Ixx) 4.0477 in^4 Cross Sectional Area (A) 1.5632 inA2 Radius of Gyration (Rx) 1.6092 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 4.9338 inA4 Radius of Gyration (Ry) 1.7766 in Other Section Property Data Member Weight per Foot of Length 5.3191 lb/ft Allowable Shear Force In Web (Unpunched) 11880.00 lb Pao for use in Interaction Equation C5-2 41855 lb