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Home My WebLink AboutARDENWOOD 39415_06-00001543 THRU 06-000015500 VARIES (SEE SITE PLAN) CONT. 16GA END CLOSURE TRIM. ATTACH TO FASCIA PURLINS W/ (1) #12 SCREW AT TOP AND BOTTOM FLANGES POURED CONC CAISSON FINISH GRADE ROOF FRAMING PLANE ROOF DECK SEE SCHEDULE VARIES (SEE SITE PLAN) ROOF PURLIN TYP. SEE SCHED. 9' -0" 9' -0" 18' -0" STD. BAYS 23' -0" BAY 18' -0" STD. BAYS 9' -0" COLUMN TYP. SEE SCHED. :\N\ NNNNNN f STANDARD BAYS U RLIN MSPAN WHERE OCCURS PURLIN BRACING A 1 DEPTH OF CAR SPACE 20' -0" BAY WIDTH o NN 0 1 0 N 0 HALF BAY WIDTH 9' -0" / 11' -6" H.C. ROOF DECK 29GA "ALTA -RIB" PANELS AEP "X-SPAN") Fy = 80 KSI) ROOF PURLINS 10" x 2 1/2" x 14GA CEE Fy = 55 KSI) ROOF PURLINS HANDICAP BAYS 10" x 2 1/2" x 12GA CEE Fy = 55 KSI) b r LO fco a CEE 4 2 1/ x14GA BOXED Fy = 55 KSI) sPURLI AT 20" 0 FOUNDATION DEPTH 3' -4" ALTERNATE SPREAD FOOTING 3' -3" x 3' -3" SPREAD FOOTING DEPTH Jo 0 24" COLUMN N AT FOUNDATION l J O w I 0\ m w w 0 1 to a J 0o CONT. 16GA END CLOSURE TRIM. ATTACH TO FASCIA PURLINS W/ (1) #12 SCREW AT TOP AND BOTTOM FLANGES POURED CONC CAISSON FINISH GRADE ROOF FRAMING PLANE ROOF DECK SEE SCHEDULE VARIES (SEE SITE PLAN) ROOF PURLIN TYP. SEE SCHED. 9' -0" 18' -0" 23' -0" BAY 18' -0" 9' -0" e 4' -6" f STANDARD BAYS WHERE OCCURS STANDARD BAYS 1 DEPTH OF CAR SPACE 20' -0" BAY WIDTH 7 18' -O" / 23' -0" H.C. HALF BAY WIDTH 9' -0" / 11' -6" H.C. PURLIN PER SCHEDULE FINISH ROOF DECK SEE SCHEDULE COLUMN TYP. GRADE E9 TYPICAL ELEVATION 1/6-=1. -0' COLUMN - SEE SCHEDULE SLOPE 0" EMBEDMENT SEESCHEDULE11 / COLUMN AT CONC. PIER N.T.S. FINISH GRADE SEE SCHEDULE SEESCHEDULE) EQ. COLUMN EQ. 4 X 12" EACH DIRECTION (DRILLED) 3) #5's REBAR EA WAY. 3" CLR. MIN. 0 LJ 044) 3" CLR. MIN. ALT. SPREAD FOOTING N.T.S. ROOF DECK CAISSON FOOTING SEE SCHEDULE) 20' -O" SCHEDULE MODEL NO.: DP 4' -6" 4' -6" OCCUPANCY GROUP e 4' -6" U -1 TYPE OF CONSTRUCTION SLOPE V -N DEPTH OF CAR SPACE 20' -0" BAY WIDTH 18' -O" / 23' -0" H.C. HALF BAY WIDTH 9' -0" / 11' -6" H.C. ROOF DECK 29GA "ALTA -RIB" PANELS AEP "X-SPAN") Fy = 80 KSI) ROOF PURLINS 10" x 2 1/2" x 14GA CEE Fy = 55 KSI) ROOF PURLINS HANDICAP BAYS 10" x 2 1/2" x 12GA CEE Fy = 55 KSI) COLUMNS - STEEL 2) CEE 4 2 1/ x14GA BOXED Fy = 55 KSI) FOUNDATION DIAMETER 20" 0 FOUNDATION DEPTH 3' -4" ALTERNATE SPREAD FOOTING 3' -3" x 3' -3" SPREAD FOOTING DEPTH 24" C. RIDGE 20' -0" 4' -6" 11' -0" 4' -6" 4' -6" 11' -O" e 4' -6" ROOF DECK SLOPE SLOPE 1/4 1/4 FINISH GRADE CROSS - SECTION 6) #12 SCREWS PER PANEL PER SUPPORT 8) #12 H.W.H. SCREWS PURLIN COLUMN PURLIN TO COLUMNET' 1 CONNECTION 14x7/8" LAPTEK SCREWS AT 36" O.C. SIDELINE TRIM 1:6GA END CLOSURE W/ 1) #12 SCREW TOP AND BOTTOM TO PURLINS N.T.S. 12 SCREWS W/ 5/8 "0 DOME WASHER EACH LOW EACH SUPPORT P DECK & PURLIN CLOSURE PURLIN ROOF DECK N.T.S. ROOF DECK 2) 14 X 7/8 LAP TEK SCREWS ® 3' -3" TOP BOTTOM 1/4" -1, -0. CAISSON FOOTING SEE SCHEDULE 29 GA. SIDE LINE TRIM C/ t CLOSURE TRIM ROOF DECK N.T.S. 1" X 20 GA, STRAP W /(1) #14 LAP TEK SCREWS EACH CONN. PURLIN SEE SCHEDULE U z 2) 14 X 7/8 LAP TEK SCREW 3' -3" TOP & BOTTOM 1" X 26 GA. STRAP 3' -4" O.C. 4A CLOSURE TRIM OPTIONAL) 12 SCREWS W/ 5/8"0 DOME WASHER EACH LOW EACH SUPPORT PURLIN 5) PURLIN STRAP DETAIL N.T.S. N.T.S. GENERAL STRUCTURAL NOTES 1. CODE 2001 EDITION OF THE CALIFORNIA BUILDING CODE 1996 AISI COLD- FORMED STEEL DESIGN MANUAL 2. LOADS ROOF LIVE LOAD: = 20 PSF, REDUCIBLE WIND LOAD = 80 MPH, EXPOSURE 'C' 3 FOUNDATION FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF 2000 PSF AT 12" BELOW FINISH GRADE OR EXISTING NATURAL GRADE, WHICHEVER IS THE LOWER ELEVATION. 4. CONCRETE ALL CONCRETE REQUIRED HEREIN SHALL BE DONE IN ACCORDANCE W/ ACI STANDARD 301 -95, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS ", WHICH IS HEREBY MADE A PART IF THESE DOCUMENTS, WITH THE FOLLOWING MODIFICATIONS: PARA 2.1.2: CEMENT SHALL COMPLY W/ ASTM C150, TYPE II. PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. PARA 4.1.3: THE USE OF EARTH CUTS FOR FORMS IS PERMITTED. PARA 5.2: REINFORCING SHALL BE NEW BILLET STEEL COMPLYING W/ ASTM A615, GRADE 40. 5, STEEL ROOF DECKING STEEL ROOF DECK SHALL BE AEP SPAN "HR -36" (1080 ER -2757) OR EQUAL, CONFORMING TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE; ASTM A792, ASTM A653, OR ASTM A611 WITH A MINIMUM YIELD STRENGTH OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. 6. LIGHT GAUGE STRUCTURAL STEEL. FRAMING ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC PROFILES (AEP SPAN) WITH CITY OF L.A. APPROVED FABRICATOR CERTIFICATION #1688 OR OTHER MANUFACTURERS W/ THE EQUIVALENT QUALIFICATIONS. ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS ". ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE AND OTHER SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR BUNDLE OF FABRICATED MATERIAL. 7 FASTENERS STEEL SCREW FASTENERS SHALL BE "VS" BRAND SELF DRILLING -SELF TAPPING SCREWS BY D.B. BUILDING FASTENERS (ICBO #5617) OR EQUAL. 8 CONTRACTORS THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE APPROVED PLANS SHALL. BE MADE IN THE FIELD UNLESS PRIOR WRITTEN APPROVAL I5 OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR HIS REVIEW DO NOT CONSTITUTE "IN WRITING" UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTORS OR SUBCONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER, CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN PLACE DURING ERECTION. THESE PROVISIONS SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY ERECTED STRUCTURES. THE CONTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 9. FNGINFFR OF RECORD BAJA CONSTRUCTION CO., INC. AND /OR THEIR ENGINEERING CONSULTANTS IS ONLY RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND STRUCTURAL CALCULATIONS AS PROVIDED FOR THIS PROJECT. BAJA CONSTRUCTION CO., INC. AND THEIR ENGINEERING CONSULTANTS ARE NOT CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN THE PREFABRICATED STEEL SYSTEM CANOPY /CARPORT /RV & BOAT STORAGE /OR MINI - STORAGE SYSTEMS THAT 15 SHOWN ON THESE PLANS. THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON THE PLANS. IN ADDITION, THESE PLANS ARE ONLY APPLICABLE TO THIS PROJECTS PROVIDED BAJA CONSTRUCTION PROVIDES AND INSTALLS ALL MATERIAL SPECIFIED HEREIN. 10. ALTERNATE FOOTING AND OPTIONAL TRIM IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED, THERE WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. THE OPTIONAL TRIM SHOWN IN THIS DRAWING CAN BE PROVIDED BY BAJA CONSTRUCTION FOR AN ADDITIONAL CHARGE. 2.133" ALTA -RIB PANELS (OR EQUAL) CITY OF LAKE ELSINORE DINS oMSION 1441 es, fi 2i" f t DBL. 4 "x2 1/2" BOXED 10 "x2 1/2" COLUMNS PURLIN MEMBER PROFILES SEE SCHEDULE FOR MEMBER THICKNESS (GA) 0 2 Q ccBACK -TO -BACKCARPORTS W Q n co> Q U OQ3z W V J Za u w 1nJ Ozi 00"; cc for: FAIRFIELDDEVELOPMENTU 0 0 fr- o cc 1- z 0 223FOSTERST., MARTINEZCA94553 1- 800 - 366 -9600FAX: (925) 229 -0161PROJ. NO.: 8313 -DP -BB DATE: 08/31/06 DRAWN: FRL CHECKED: R.P. SHEET: S1 -DPBB 1 OF 1 COMPUTER FILE: 8313- DP- BB.dwg Southern Califomia \8313 - Fairfield Development g Ridgestone@ Ramsgate \8313 - Engineering \8313 -DP- Back- to- back.dwg, 8/3112006 C 11 :09 PM. Frank Lorenzo, Baja Construction Co., Inc, 3a }a C nstruction Co., Inc. 2 :: roster Street Martinez, CA 94553 800) 366 -9600 Pugs 1 of 18 Job #8313 -DP -BB Ridgestone 08/31/06 9' -0" x 20' -0" Double Post Back -to -Back Carports Ridgestone at Ramsgate 39415 Ardenwood Way, Lake Elsinor CA for: Fairfield Development Design Criteria: Roof Live Load (slope 1/4 on 12) Basic Wind Speed (mph) Wind Exposure Seismic Zone RLL:= 20.0.psf Wind e 80 Exp C qs = 16.40psf Ce = 1.06 Zone = 4 Z = 0.40 Soil Profile Soil = Sd Importance Factor 1.= 1 Allowable Stresses Roof and wall sheeting ASTM A924 Grade 80 Frances, purl ins and gins ASTM A607 Grade 55 Allowable Soil Bearing Pressure Concrete Reinforcements Roof Dead Loads: Roof panels Framing Misc ASBP:= 2000.psf Pc := 2500-psi at 28 days ASTM A615, Grade 40 RDLI := 0.74.psf RDL2 := 1.0.psf RDL3 0.26.psf FYshtg := 80.0•ksi Fbshtg:= 36.0•ksi Fy := 55.0•ksi Fb:= 33.0•ksi CITY OF LAKE ELSINOF IONTotalRoofDeadLoad, RDL := RDLI + RDL2 + RDL3 RDL = EVUSE Baju.Construction Co., Inc. 223 Foster Street Martinez, CA 94553 800) 366 -9600 Roof Sheeting: 29ga AEP "X- Span" (Alta -Rib) panels L:= 11.0.ft cantilever, a:= 4.5.ft tributary, s 1.0.ft w:= (RLL + 0.74-psf)•(s) w = 20.74p1f Spos 0.1029.in3 Sneg := 0.0868.in3 Page 2 of 18 Job #8313 -DP -1313 Ridgestone 08/31/06 M :_ (0.125-w. L2) - (0.5.w a2) M = 103.70 ft lbf fb :- M fb = 12.09 ksi Spos Meant := 0.5 w a2 Meant = 209.99 ft Ibf Uilift: Cc = 1.06 qs = 16.40psf Unenclosed structure, Cq := 1.3 Pu := Ce.Cq.gs•I oft = (Pu - 0.74 psf)•(s) I = 1.00 fb:= Sneg Meant Pu = 22.60 psf wuplift = 21.86 plf fb = 29.03 ksi Mluplift 0.125.(wuplift).L2— 0.5.(wuplift)• a2 Mluplift = 1311.55 imlbf at cantilever: M2uplift:= 0.5.(wuplift)' a2 max(M I uplift' Mluplift) Req'd. Section Modulus, Sxregd 1.33 Fbshtg M2uplirt = 2655.89 in. lbf Sxregd = 0.0555 in3 Connection to Purlins: #I2 SD screws w/ 5/8"0 dome washer every flute (9.0" o.c.) Member in contact w/ screw head (29ga), tl := 0.0139.in Tensile Strength, Ful := 82.0.ksi Screwhead diameter, d := 0.312.in dw := if(d < 0.50.in, d ,0.50.in) dw = 0.31 in Pnov := 1.5t1.dw.Fut Pnov = 0.53 kips 0 := 3.0 Allow. Pullover, wu := (Pu - 0.74.psf)•(0.5.L + a) gMax. screw spacing. S P acin 133Pa wu Actual screw spacing = 9.0 in - O.K. panel adequate Pnov Pa:= Pa= 177.81 Ibf wu = 218.59 plf Spacing = 12.98 in Baja Construction Co., Inc. Page 3 of 18 223 Foster Street Job #8313 -DP -BB Martinez, CA 94553 Ridgestone 800) 366 -9600 08/31/06 Roof Puffins: Cee 10" x 2 1/2" x 14ga L := I8.0 ft cantilever, a := 9.0-ft Roof tributary area, A :_ (L + a)-s RLL:= if (A <200 ft2,20.0•psf, 16.0.psf) w:= (RDL+ RLL)•s Uplift: Cq := if (A < I00 ft2,Cq, 1.3 – 0.30) Pu := Ce Cq qs•l wu :_ (Pu – RDL)•s See purlin analysis below. Perlin to Column Connection: (8) - #12 screws d := 0.2161n 4 := 3.0 Steel in contact with screw head: 14 Ra Fui := 65.ksi Pn i := 2.7t1•d•Fu1 ti := 0.075 in Pn = 2.84 kips Steel not in contact with screw head: 14Ra Fug := 65.ksi Prt,:= 2.7.t2-d-Fu2 t2:= 0.075.in Pn2 = 2.84 kips For t2 / t1 equal to or less than 1 os Pn3 4.2.(t2 3 .d -Fu2 2 rUlow Shear per screw: — = 1.00 t Pn3 = 2.61 kips tributary, s I0,0.ft A = 270.00 ft2 RLL = 16.00psf w = 180.00 pif Cq = 1.00 Pu = 17.38 psf wu = 153.84p1f t2 Pn := if — < 1 ,min(Pn , Pn2, Pn3),min(Pn , Pn2) ti Pn = 2.61 kips - - - -> GF := 8.(Pa) P:= max(w, wu)•(L) Pn Pa := — 0 GF = 6.95 kips P = 3.24 kips Pn = 2.61 kips Pa = 0.87 kips O.K. 1996 AISI Specification w11999 Supplement Project: Model: Purlins - D + L 7 R1 9.00ft Section : Cee 10 x 2.5 x 14ga Single Moment of Inertia, I = 17.46 inA4 Wind or Earthquake Factor Included ? No Flexural and Deflection Check Maxo = Va = 18.00 ft 9342.0 Ft -Lb Fy = 55.0 ksi 3751.5 Ib R2 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(Ib) (in) (Ib). (Ft -Lb) Value Req'd ? R1 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 (Ib) (Ft -Lb) Factor VNa 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 w/1999 Supplement Project: Model: Purlins - D + W 154. pa5e 9.00 ft R1 Section : Cee 10 x 2.5 x 14ga Single Moment of Inertia, I = 17.46 in ^4 Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Maxo = Va = 18.00 ft 9342.0 Ft -Lb Fy = 55.0 ksi 3751.5 Ib Unit Ld Ib /ft R2 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 3508.6 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(Ib) (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 VNa M /Ma Unstiffen . Stiffen R1 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 Ganstruction Co., Inc. Page 6 of 18 223 Foster Street Job #8313 -DP -813 Martinez, CA 94553 Ridgestone 800) 366 -9600 08/31/06 Handicap Bay RoofPurlins: Cee 10" x 2 1/2" x 14ga L := 23.011 Roof tributary area, cantilever, a:= 0.0.ft A:= (L + a)•s RLL:= if(A <200 ft2,20.0•psf,16.0.psf) w:= (RDL + RLL)•s Uplift: Cq := if (A < 100.112, Cq, 1.3 – 0.30) Pu := Ce Cq qs l wu :_ (Pu - RDL)•s See purlin analysis below. Purlin to Column Connection: (8) - #12 screws d := 0.216.in 4:= 3.0 Steel in contact with screw head: 14 ea Fu := 65•ksi Pn1 := 2.74 i•d•Fui t := 0.075•in Pni = 2.84 kips Steel not in contact with screw head: 14a Fu, := 65 ksi Pn2 := 2.7 t2 d•Fu2 t2:= 0.075.in Pn2 = 2.84 kips For t, / t1 equal to or less than 1 0.5 Pn3 := 4.2.(t2 3•d) •Fu2 Allow Shear per screw: t2 1.00 tl Pn3 = 2.61 kips Pn = 2 if — < 1,min(Pni, Pn2, PO, m in(Pn 1, Pn2) ti Pn = 2.61 kips - -- - Pa GF:= 8.(Pa) P:= max(w,wu)•(L) Pn GF = 6.95 kips P = 4.14 kips tributary, s := I0.0.ft A = 230.00 ft2 RLL = 16.O0psf w = 180.00 plf Cq = 1.00 Pu = 17.38 psf wu = 1 53.84 pl f 1 Pn = 2.61 kips Pa = 0.87 kips O.K. 1996 AISI Specification w/1999 Supplement Project: Model: Handicap Bay Purlins - D + L ta5 e Unif Ld Ib /ft R1 Section : Cee 10 x 2.5 x 12ga Single Moment of Inertia, I = 23.99 in ^4 Wind or Earthquake Factor Included ? No Flexural and Deflection Check 23.00 ft Maxo = Va = 13169.8 Ft -Lb 10358.9 Ib Fy = 55.0 ksi R2 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(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 2070.0 2.50 2809.4 0.0 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 VNa M /Ma 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 Project: Model: Handicap Bay Purlins - D + W Unif Ld Ib /ft T T R1 R2 23.00 ft Section : Cee 10 x 2.5 x 12ga Single Moment of Inertia, I = 23.99 inA4 Wind or Earthquake Factor Included ? YES Flexural and Deflection Check Maxo = Va = 13169.8 Ft -Lb Fy = 55.0 ksi 10358.9 Ib 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(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 1771.0 2.50 2809.4 0.0 0.57 No R2 1771.0 2.50 2809.4 0.1 0.57 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa 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. 223 Foster Street Martinez, CA 94553 800) 366-9600 Column Loads: Dead Load + Live Load Tributary area = 1/2 standard bay + 1/2 handicap bay Dead load on column, Pdl :_ (RDL)•(20.5ift)•(10.0•ft) Live load on column, PII :_ (RLL)•(20.5•ft)-(10.0•ft) Pt:= Pdl + PII Mcol := 0.0ifti kips Wind Load (on 4- columns): Ce = 1.06 qs = 16.40 psf Unenclosed structure, Cu := 1.3 Wind pressure, P:= Ce Cq gs l Fw := (P)•(20.5 ft)•(1.5.ft) Mwind := 0.25 Fw (9.0 ft) 1 = 1.00 Pdl = 0.41 kips PII = 3.28 kips Pt = 3.69 kips P!= 22.60 psf Fw = 0.69 kips Mwind = 1.56 ft-kips Seismic (on 4- columns): I := 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 Ibf 2.5 Ca' I Vs := (W) Vs = 0.88 kips I.4R each column) Mseis := 0.25. Vsi(9.5.ft) Mseis = 2.09 ft-kips (each column) Page 9 of 18 Job #8313- DP -B13 Ridgestone 08/31/06 Baja Construction Co., Inc. Page 10 of 18223FosterStreet Job 48313- DP -13BMartinez, CA 94553 Ridgestone800) 366 -9600 08/31/06 Columns, cont: (2) Cee 4 x 2.5 x 14 Boxed Allowable Axial Stress: Fy:= 55.0•ksi E:= 29500•ksi Ky:= 2 Ly 9.5.ft Kx := 2 Lx := 9.5.ft Clay Ly2 16469.88 r„ Fe r2 E 7 Kx•Lx \2 max rKy•Ly\2 7Kx.Lx\2 20074.73 l Fn := if Fe > 0.5.Fy,Fy l 1 F ,FeJ4•Fe/ Ae:= 1.5632-in2 Pn := Ae-Fn Pn Pa:= Oc Qc := 1.80 Pn = 22.67 kips Pa = 12.60 kips Combined Loading - Dead Load + Live Load 526 := 1.67 Ix := 4.0477.in4 Mnx := Sx•Fy Mnx = 8.97 ft•kips Oc (Pdl + PII) ax := I — Pex ax = 0.71 ry:= 1.7766.in rx := 1.6092.in Fe= 14.50ksi Fn = 14.50ksi Sx := 1.9579.in3 n2EIx Pex Pex = 22.67 kips Kx•Lx)2 E = 29500.00 ksi Cmx := I 4c(Pdl + PII) Qb•Cmx.Mcol 0.29 — 1.0 O.K. Pn Mnx•ax Combined Loading - Dead Load + Wind Load (or seismic) Qc •(Pdl) ax := 1 — ax = 0.97 Pex 4•(Pd1) Ob•Cmx.max(Mwind,Mseis) 0.43 Pn Mnx ax 1.33 O.K. Baja Construction Co., Inc. 223 Foster Street Martinez, CA 94553 800) 366 -9600 Pier Footing: 20". x 3' -4" deep Caisson Max. Moment, Mmax:= max(Mco1,0.75•Mwind,0.75.Mseis) Mmax= 1.56ft. kips Mmax Equivalent Point Load, p P = 0.16 kips 9.5•ft Allowable lateral bearing pressure S 200 psfa ft Applied lateral force P = 0.16kips Distance - P to ground h := 9.5.ft Pole diameter (or diagonal) b := 20.O.in Pole embedment depth D:= 3.33.ft Structure is not adversely affected by 1/2" ground motion -- use twice value of Sa Si := 2ST- D 3 2.34•P A :_ S1 b A 4.36.h) d :_ 1 + 11 + 2 A Si = 444.00 psf A =0.52ft d =2.60ft Page 11 of 18 Job I/8313 -DP -613 Ridgestone 08/31/06 Check Pier Footing for Vertical Loads (DL +LL): Allow. Soil Bearing SBPa := 2000•psf Increase for depth % 0.20.1 ft Total Soil Bearing Pressure SBPt := SBPa + %.(SBPa)•(D — I.0-ft) SBPt = 2932.00 psf Pier Diameter b = 20.00in r := 0.5.b r = 10.00in Max. Vertical Load P := Pdl + PII P = 3.69 kips Actual Soil Bearin P g SBP:= z SBP = 1691.37 psf nr 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): Ce = I.06 Cq := 0.70 Pu := Ce-Cq.gs.l qs = 16.40psf Pu = 12.17psf 1 = 1.00 Uplift := (Pu — RDL) (20.5 ft)•(I0.0•ft) Uplift = 2.O8kips Allow. Skin Friction SBPa Ff := Ff = 333.33 psf 6 Pier Capacity Cap :_ rz.b•Ff Cap = 1745.33 plf Friction capacity Fup = (Cap)•(D — I •ft) Fup = 4.07kips neglect top 1.0 ft) Weight of footing W := (145pcf)•( rz r2).( D) W 1.05 kips W + FupFS := FS = 2.46 Uplift Check Alternate Spread Footing for Uplift Load: 3' -3" x 3' -3" x 24" deep Uplift = 2.08 kips W:= ( 145. 0•pcf)•(3.25.ft)•(3.25.ft)•(24.in) Allowable Skin Friction, Ff = 333.33 psf Footing Perimeter Length, L:= 2•(3.25•ft +3.25.ft) Effective Footing Depth, D := 24.O.in — 12.0-in Footing Friction Capacity, Fup Ff •(L)•(D) Factor of Safety, W +Fup — 3.55 Uplift W = 3.06 kips D= 12.00in Fup = 4.33 kips Baja Construction 223 Foster Street Martinez, CA 94553 Rev. 580001 & /65 C / 3 User. & KW- 0601322, Ver 5.80, 1 -Dec -2003 General Footing Analysis Design c)1983-2003 ENERCALC Engineering Software Description Alternate Spread Footing (w/ H.C. bay) 5- HC- DP'SpreadFtg. ECW Calculation General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short NOT Combined fc Fy Concrete Weight Overburden Weight 2,000.0 psf 1.330 4 2,500.0 psi 40,000.0 psi 145.00 pcf 0.00 psf Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance Loads Applied Vertical Load... Dead Load 0.410 k Live Load 3.280 k Short Term Load k Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term 2.090 k -ft Creates Rotation about Y -Y Axis pressures @ left & right) Applied Shears... Dead Load Live Load Short Term k k k ecc along X -X Axis 0.000 in ecc along Y -Y Axis 0.000 in 3.250 ft 3.250 ft 24.00 in 4.00 in 5.00 in 0.000 in 0.0014 Creates Rotation about X -X Axis pressures @ top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis pressures @ top & bot) k k k 350 in Caution: X(short)ecc >Widt 3.25ft x 3.25ft Footing, 24.0in Thick, w/ Column Support 4.00 x 5.0Oin x 0.0in high Max Soil Pressure Allowable X' Ecc, of Resultant Y' Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL +LL DL +LL +ST 639.3 696.3 psf 2,000.0 2,660.0 psf 0.000 in 0.000 in No Overturning 2.703 7.221 in 0.000 in 1.500 :1 Max Mu Required Steel Area Shear Stresses. 1 -Way 2 -Way Actual Allowable 0.619 k -ft per ft Vu 0.000 1.806 0.518 in2 per ft Vn ' Phi 85.000 psi 170.000 psi Footing Design CShearForcesACI -1 Two -Way Shear 1.81 psi One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 0.00 psi Moments ACI C -1 Mu @ Left 0.62 k -ft Mu @ Right 0.62 k -ft Mu @ Top 0.58 k -ft Mu @ Bottom 0.58 k -ft ACI C -2 ACI C -3 0.17psi 0.11 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi ACI C -2 ACI C -3 0.33 k -ft -0.21 k -ft 0.45 k -ft 0.29 k -ft 0.05 k -ft 0.03 k -ft 0.05 k -ft 0.03 k -ft Vn * Phi 170 00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 1.6 psi 1.6 psi 1.5 psi 1.5 psi As Req'd 0.521n2 per ft 0.52 in2 per ft 0.52 in2 per ft 0.52 in2 per It Baja Construction 223 Foster Street Martinez, CA 94553 Rev: 580001 User: KW- 0601322, Ver 5.8.0, 1- Dec -2003 c)1983 -2003 ENERCALC Engineering Software Description General Footing Analysis & Design Alternate Spread Footing (w/ H.C. bay) 5- HC- DP- SpreadFtg. EC W Calculations Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C -1 988.25 ACI Eq. C -2 0.00 974.76 ACI Eq. C -3 0.00 626.63 Left 639.35 0.00 Right 639.35 696.26 988.25 Top 639.35 328.82 988.25 460.34 295.93 Bottom 639.35 psf 328.82 psf 988.25 psf 460.34 psf 295.93 psf ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST Seismic = ST `: 1.400 ACI C -2 Group Factor 1.700 ACI C -3 Dead Load Factor 1.700 ACI C -3 Short Term Factor 1.100 Used in ACI C -2 & C -3 0.750 Add "I "1.4" Factor for Seismic 0.900 Add"! "0.9" Factor for Seismic 1.300 1.400 0.900 X-S nTM 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. X -Span is a 36" panel engineered with long spanning capabilities in mind. Its structural nature, economical gauges and lasting coating systems makes X -Span the preferred panel for carports. J Long spanning capability and its design provides superior load and span capacities, saving money in the structural support system. Standard trim pieces are available and can be ordered by number. O 26 gauge panels available with the DuraTech ®nt coating system or Zincalume® Plus for unpainted applications. 29 gauge panels available with the ColorCuard rvxt coating system in Desert Beige, Surf White, and Light Stone or Zincalumes Plus for unpainted applications. I 1 Painted side 2 1/8" 36" Net Coverage Gauge wt. Ibs /ft') 29 0.71 26 0.96 pan Section Propertiesr 5+ 1+ id /ft) (in° /ft) 5- in3/ft) I- OW/ft/ 0.1029 0.1083 0.0868 0.1043 0.1497 0.1607 0.1277 0.1483 AEP SPAN Engineered Solutions h/ 1Nett// Tacoma, WA 000-73341955, 253 -303 -4955 FAX 253 -272 -0791 Fontana, CA 800 -272 -2400, 9094-23-0401 FAX 909 -823 -2025 Dallas, TX 1100 -527- 2511.1,21 -1- 827 -174!0 FAX 217 -828 -139 4 1996 AISI Specification w/1999 Supplement tcq e /4 DATE: 8/31/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = OUTPUT PROPERTIES: 10.0000 in 2.5000 in 2.5000 in 1.0000 in Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (Ixx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (Ixx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5 -2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold -Work, Fya = 0.0750 in 0.1250 in 55.0 ksi 55.0 ksi 5.0473 in 17.4578 in ^4 3.4039 in^ 3 9342.03 Ft -Lb 5.0000 in 17.4578 in ^4 1.2316 in ^2 3.7650 in 0.6593 in 1.0228 in ^4 0.9113 in 4.1908 Ib /ft 3751.53 Ib 21882 Ib 1.7316 in 2.3092 in ^4 21.6347 in ^6 4.2431 in 0.8335 1996 AISI Specification w/1999 Supplement & 19- DATE: 8/31/2006 SECTION DESIGNATION: Cee 10 x 2.5 x 12ga Single C Stud INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = OUTPUT PROPERTIES: 10.0000 in 2.5000 in 2.5000 in 1.0000 in Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (Ixx) Section Modulus (Sxx) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (Ixx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Neutral Axis (Xcg) From Web Face Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5 -2 Torsional Properties Dist. from Shear Center to Neutral Axis (Xo) St. Venant torsion Constant (J x 1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold -Work, Fya = 0.1050 in 0.1250 in 55.0 ksi 55.0 ksi 5.0000 in 23.9929 in ^4 4.7986 in^ 3 13169.75 Ft -Lb 5.0000 in 23.9929 in ^4 1.7089 in ^2 3.7470 in 0.6614 in 1.3751 in ^4 0 8970 in 5.8150 lb/ft 10358.93 lb 34860 lb 1.7036 in 6.2802 in ^4 28.9360 in ^6 4.2127 in 0.8365 1996 AISI Specification w/1999 Supplement DATE: 8/31/2006 SECTION DESIGNATION: 4 x 2.5 x 14ga (2) Boxed INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = OUTPUT PROPERTIES: 4.0000 in 2.5000 in 2.5000 in 1.0000 in Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (Ixx) Section Modulus (Sxx) Allowable Bending Moment (Ma) C Stud Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (Ixx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Moment of Inertia (lyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable Shear Force In Web (Unpunched) Pao for use in Interaction Equation C5 -2 Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold -Work, Fya = 0.0750 in 0.1250 in 55.0 ksi 55.0 ksi 2.0274 in 4.0477 in ^4 1.9579 in^ 3 5373.48 Ft -Lb 2.0000 in 4.0477 in ^4 1.5632 in ^2 1.6092 in 4.9338 in ^4 1.7766 in 5.3191 Ib /ft 11880.00 Ib 41855 Ib