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002996 (BLDG)• • TAh .061 P.O. BOX 1504 No.. 00293 Building r 78-105 CALLE ESTADO Address %�r� LA QUINTA, CALIFORNIA 92253 Owner 14 Ominta lWAXIM Plaza Md. Mailing Address .521 24th mgt City Zip Tel. Santa Ituixa 90402 (213) 4U-xan. Contractor Xnc. Address BUILDING: TYPE CONST. OCC: GRP. A.P. Number 769-030--035 Legal Description Parca 4 Project Description j'lcal BUE14iM.'' . 6946 VM MrJS BlVd. City* ' Zip Tel.' Am 911405 (8108) 785"-4994 State Lic. City & Classif. 454561 Lic. # 907 Sq. Ft. 2 o32* No. No. Dw. • • Arch., Engr., • Size • • Stories Units Designer NewX Add ❑ Alter ❑, Repair ❑ Demolition ❑ Address Tel City Zip State _ Lic. # . LICENSED CONTRACTOR'S DECLARATION Y I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section �( 7000) of Division 3 of the Business and Professions Code; and my license is in full force and effect. ' SIGNATURE DATE _ OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following Estimated Valuation 1i419r478 reason: (Sec. 7031.5,Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also .. requires the applicant for such permit to file a signed. statement that he•is licensed pursuanhto r PERMIT •- - AMOUNT - ' - the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of - '- Division'3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis .. for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit Plan Chk. Dep. S SM) (if) subjects the applicant to a civil penalty of not more than'hve hundred'dollars (8500). Plan Chk. Bal. a O 1, as owner of the property, or my employees with wages as their sole compensation, will -. do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and . Const. 3M3/0 Professions Code: The Contractor's License Law does not apply to an owner, or property who builds or improves thereon and who does such work himself or through his own employees, . Mech. %� provided that such improvements are not Intended or offered for sale. . If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden Electrical w M.78 . of proving that he did not build or improve for the purpose of sale.) _ _ ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing 163.00 struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not to who builds improves thereon, for S.M.I. t �Y 1U.99 apply an owner of property or and who contracts such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) Grading ❑ 1 am exempt under Sec. B. & P.C. for this reason Driveway Enc. Date Owner Infrastructure.VV A!i y WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) - Policy No. Company O Copy is filed with the city. .❑ Certified copy is hereby furnished. TOTAL 16,2 2.44 15a702.44 CERTIFICATE OF EXEMPTION FROM REMARKS WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars (8100) valuation or less.) I certify that in the performance of thg work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, after making this Certificate or Exemption you should become subject to the Workers' Compensation provisions 'of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that*there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) . Lender's Name Lender's Address This is a building permit when property filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct., . I agree to comply with'all city and county ordinances and state laws relating to•building construction, and hereby authorize representatives -of this city to enter the above-. mentioned property for inspection purposes. Signature of applicant -Date- Mailing ateMailing Address City, State, Zip HARD COPY ZONE: BY: Minimum Setback' Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: DatelU29A6 Permit Validated by: Validation: A755,6 _..3 19 57 244 R STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK OUND PLUMBING ' UNDERGROUND CONSTRUCTION ESTIMATE N0. ELECTRICAL FEES NO. PLUMBING FEES,., IST FL.. SO. FT. ® $ UNITS HEATING (ROUGH) 2ND FL. SQ. FT. FORMS YARD SPKLR SYSTEM POR. SQ. FT. ® MOBILEHOME SVC. BAR SINK GAR. SQ. FT. ® POWER OUTLET ROOF DRAINS CAR P. SQ. FT. OTHER APP.IEQUIP. DRAINAGE PIPING WALL SQ. FT. TEMP. POLE DRINKING FOUNTAIN SQ FT ® GROUT URINAL ESTIMATED CONSTRUCTION VALUATION $ FINAL INSP. WATER PIPING NOTE: Not to be used as property tax valuation WATER SYSTEM FLOOR DRAIN MECHANICAL FEES =$ WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY AIR HANDLING UNIT CFM KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SQ. FT. ® c BATH TUB SQ. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SQ. FT. RESID ® 11/4 c SEWAGE DISPOSAL SQ.FT.GAR @ 3/ac HOUSE SEWER GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK OUND PLUMBING ' UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING DUCT WORK ROCK STORAGE + FOUND. REINF. GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APP.IEQUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ plus x$ =$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. N a ROOF] NGF� 01,q .)) VENTILATION i REMARKS: FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL RIVERSIDE COUNTY y FIRE DEPARTMENT Of cqI�� r- IN COOPERATION WITH THE 1� oq C2 COUNTY hta + o, CALIFORNIA DEPARTMENT OF FORESTRY "RIVERs AND FIRE PROTECTION Q ql*ENT FIRE CHIEF Of Planning & Engineering Office Planning &Engineering Office 46-209 Oasis Street, Suite 405 4080 Lemon Street, Suite 11 L Indio, CA 92201 Riverside, CA 92501 (619) 342-8886 RECEIVE® (714) 787-6606 Date: March 10, 1989 MAR 14 1989 CITY UF- ILA QUINTA To: Cit .:;of ;La y Quinta PLANNING & DEVELOPMENT DEPT. Planning Division Re: Plot Plan 85-217 The Riverside County Fire Department considers its requirements met and hereby releasesthe common area of Building B, lower level, Plaza Tampico, 78-150 Calle Tampico. No tenant space on the lower floor has been inspected or released for occupancy. RAY REGIS Chief Fire D--ee/par-�tment Planner By Tom Hutchison ' Fire Safety Specialist to - :'✓ '�V RIVERSIDE COUNTY FIRE DEPARTMENT r µ.. ) 'St of C411 IN COOPERATION WITH THE clfu�rvrr� CALIFORNIA DEPARTMENT OF FORESTRY R/VERS/�....,,:, AND FIRE PROTECTION RAY HEBRARD FlRE CHIEF •f�ENr Of f0�� Planning & Engineering Office August 1, 1988 46-209 Oasis Street, Suite 405 Planning'& Engineering Office Indio, CA 92201 4080 Lemon Street, Suite 11L (619) 342-8886 Riverside, CA 92501 (714) 787-6606 RETURN RECEIPT REQUESTED CERTIFIED N0. P 197 248 823' La*Quanta Medical/Com: -Plaza• ..521 24th St. Santa'Monica, CA 90402 Re 78-150 Calle Tampico La Quinta, CA si The automatic'fire'sprinkler system installed in,the above referenced � building is presently inoperable. In order to maintain the present temporary.electricl power service to this buildig,'the fire sprinkler system shall be placed in service no later than August 12, 1988. 11 All questionsregarding the meaning of.these conditions should be. . referred to the Fire Department. Planning & Engine;ering Staff. - ;f 4 - Sincerely;, RAY REGIS f Fire Department Planner By. . Dennis Da n Deputy Fire Marshal i to i t Certificate of Occupancy City of La. Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with, the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: OFFICE BUILDING Occupancy Group: B-2 Type of Construction: 79-150 CALLE TAMPICO Owner of Building: LA QUINTA MEDICAL COMMERCIAL PLAZA LIMITED Building Official Bldg. Permit No.: 002996 Land Use Zone: C -P -S I Address: 521 24T" STREET City: SANTA MONICA, CA 90402 By: TOM HARTUNG Date: MAY 9, 1988 (4/26/01- Replacement certificate issued) POST IN A CONSPICUOUSPLACE r .Baja Construction Co., Inc. Page 1 of 18 223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta'Library (800) 366-9600 t �. 10/11/07 9'-0" x 18'-0" BSP Carports (back 1/31. Cily of La Quinta LibrM. %A • Z1s' 4w !il L 'n � � � • La Qui ta, CA for: GKK Works Design Criteria: Roof Live Load ...................................... RLL := 20.0•psf CITY OF LA OUINTA Basic Wind Speed (mph) .... Wind = 80 qs = 16.40psf BUILDING & SAFE DE", .................... APPROVED Wind Exposure ... ..... ..... ..... .... ........... ....... Exp = C Ce = 1.06 /`�PP�! �/ �® FM Seismic Zone ' ........................................... Zone = 4 Z = 0.40 {•. D2 0 Soil Profile .................. ...:..........Soil = Sd ,:, Importance Factor ...................... 1:= 1 fl -2&4C> Allowable Stresses Roof and wall sheeting ... ..... .... :........... .... ASTM A924 Grade 80 Fy := 80.0•ksi Fb := 36.0•ksi Frames, purlins and girts ........................ ASTM A607 Grade 55 Fy := 55.0•ksi Fb := 33.0 ksi Allowable Soil Bearing Pressure ........... ASBP : 1000•psf Concrete . ... ... :............................................ fc := 2560 -psi at 28 days Reinforcements ... ..... ...:.......................... . ASTM A615, Grade 40 Roof Dead Loads:4.0 ��.� :� P. Roof panels .........:.................................... RDL 1 = 0.74•psf Framing .................................................. RDL2 := 1.0•Psf Misc......................................................... RDL3:= 0.26•psf 41. Total Roof Dead Load, RDL := RDL 1 + RDL2 + RDL3 RDL = 2.00 psf a Pf CPV6� 4� Design per 2001 CBC • ��'� I Baja Construction Co., Inc. Page 2 of 18 223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library . (800) 366-9600 10/11/07 Roof Sheeting: 29ga Alta -Rib panels L:= 10.0•ft cantilever, a:= 4.5 -ft tributary, s:= 1.0•ft w:= (RLL + RDL1)•(s) w = 20.74plf Spos := 0.1029•in3 Sneg := 0.0868•in3 M:= 0.125•w•L2 M = 259.25 ft•lbf fb := M fb = 30.23 ksi Spos Meant := 0.5•w -a2 Meant = 209.99 ft•lbf fb := Meant fb = 29.03 ksi Sneg UUplift Load: . Ce = 1.06 qs = 16.40 psf I 1.00 Unenclosed structure, Cq := 1.3 Pu := Ce•Cq•gs•I Pu = 22.60psf wuplift (Pu - RDL1)•(s) wuplift = 21.86plf Mluplift 0.125•(wuplift)'L2 Mluplift = 273.24ft- lbf at cantilever. Mluplift 0.5•(wuplift)'a2 Mluplift = 221.32ft- lbf max(M l uplift , lVlluplift) 3 Sx� d :_ Sxre d = 0.0747 in panel adequate 1.33•Fb q Connection to purlins: #12 SD screws w/ 5/8"0 dome washer every flute (9" 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 := 1.5•tl•dw•Ful Pnov = 0.53 kips Q:= 3.0 = __> Allow. Pullover, pa := Pnov Pa = 177.811bf S2 wu :_ (Pu - RDL•1)•(0.5•L + a) wu =.207.66 plf Max. screw spacing, Spacing := 1.33 -Pa Spacing= 13.67 in wu Actual screw spacing= 9.0 in - OK Baja Construction Co., Inc. Page 3 of 18 223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library (800) 366-9600 10/11/07 Roof Purlins: Cee 10" x 21/2" x 14ga L:= 18.0•ft cantilever, a:= 9.0•ft tributary; s := 9.5 -ft - Tributary area, A:= (L + a)•(s) A = 256.50 ft RLL := if(A < 200-ft2,RLL,16.0•psf) . RLL = 16.00psf W:= (RDL + RLL)•s w = 171`.00plf Ce = 1.06 qs = 16.40 psf I = 1.00 Tributary area greater than 100, Cq := Cq - 0.30 Cq = 1.00 t Pu := Ce•Cq•gs•I Pu = 17.38psf `''uplift:_ (Pu - RDL)•(s) Wuplift ='146.15 plf See purlin check below. Purlin to Beam Connection: (8) - #12 screws d:= 0.216 -in, Q := 3.0 Steel in contact with screw head: 14 ea Ful := 65•ksi tl := 0.075•in Pnj := 2.741•d•Ful Pnl = 2.84 kips ' Steel not in contact with screw head: 14aa Fu2'.= 65•ksi t2:= 0.075•in Pn2 := 2.7•t2•d•FU2 Pn2 =2.84 kips For t2 / tl equal to or less than 1 j o.s Pn3 := 4.2•(t23 d) •Fu2 Pn3 = 2.61 kips ' Allow Shear per screw Pn := if t2 <_ I, min(Pnl , Pn2, Pn3), min(Pnl , Pn2) Pn = 2.61 kips tl,' Pn = 2.61 kips =-> Pa :- Pn Pa ='0.87 kips S2 . GF:= 8•(Pa) GF = 6.95 kips P:= max(w, wuplift) -(L) P = 3.08 kips O.K. - 1996 AISI Specification w/1999 Supplement ! Project: bate:. 10/11/2007 - Model: Purlins 7-D + L Unif Ld R2' R1 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; 1 = 17.46 in^4 Va = _ 3751:5 Ib Wind or Earthquake. Factor Included? • No r r Flexural and Deflection Check a' Mmax Mmax/ Apos Bracing Ma(Brc) ,' Mpos/ G Deflection Span Ft -Lb Maxo Ft -Lb {in) Ft -Lb ; Ma(Brc) , (in) • . ` Ratio Left Cantilever 6925.5 0.741 4421.2 None, 7971.9 - 0.555 0.471 U459 Center Span 6925.5 0.741 3895.8 Full 9342.0 0.417' 'H 0:326 0662 Combined Bending and Web Crippling ; Reaction or Load .. Brng Pa Mmax r. Intra Stiffen . Pt Load P(Ib) (in) (lb) (Ft -Lb)' Value " Req'd ? R1 3462.8 2.50 2269.7 6925.5 ti 2:57 YES f' R2 _ 1154.3 2.50 1312.5 0.3 ' ' 1.06 No Combined Bending and Shear. r ' Reaction or Vmax Mmax'_Va .. Intr. Intr.' _ Pt`Load (lb) (Ft -Lb) ' Factor'" V/Va 3; -M/Ma j`Unstiffen: Stiffen; R1 1923.8 T -6925.5 ` 1.00 0.51. 0.74 1 0.81 NA ".0.09 R2 1154.2 0:3 1,_00 0.31 0.00 d NA +. v R1 ri R2 9.00 ft 18.00 ft Section :'Cee 10x 2.5 x 14ga,SingleMaxo = 9342.0 Ft -Lb .; Fy = !'55.0 ksi Moment of Inertia, I = r. 17.46 in14 ,r Va = 3751.5 Ib Wind or Earthquake Factor. Included ? YES i1 `• , Flexural and Deflection Check Morax Mmax/, MposBracing Ma(Brc) Mpos/ Deflection " Span Ft -Lb • Maxo Ft -Lb (in) Ft -Lbs Ma(Brc) (in) Ratio Left Cantilever 5913.0 -' 0.•475 "" 3774.9 Full +.;r 9342.0 _ :0.303 f`' 0:402' U538 Center Span 5913.0 0.475 3325.9 Mid -Pt ' 6595.2 0.378. 0.279 U776 } Combined Bending and Web Crippling` }� ' Reaction or , ' Load Brng Pa Mmax Intr. Stiffen Pt Load P(lb) _ ` (in) (lb) (Ft -Lb) Value Req'd ? • R1. 2956.5 ' 2.50 2269.7. 5913:0 • ):1.65 YES R2 985.5 2.50 1312.5 0.2 '0.68. No Combined Bending and Shear. Reaction or Vmax Mmax.:. Va` • . Intr. Intr. , Pt Load (lb) (Ft -Lb) Factor.; r VNa' M/Ma 'Unstiffen Stiffen' R1' F 1642..5 5913.0 1.00 0:33 0.47 0.33 NA R2 985.5 0.2 •' 1.00 .0.20 0.00 '4 . •0.04 NA' • ;v ;. Of Y • a Baja Construction Co., Inc. Page 6 of 18 223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library (800) 366-9600 10/11/07 Roof Beams: (2) Cee 10" x 2 ft" x.14ga Left side, L1 := 2.08•ft Right side, L2:= 7 -.92 -ft ' Left side, P1 :_ (RDL + RLL)•(18.0•ft)•(8.5•ft) P,1 = 2754.00lbf Right side, P2 :_ (RDL + RLL)•(18.0•ft)•(9.5•ft) P2 = 3078.00lbf Li L L2 P2I11 Max. Beam Moment (right side): _ IP1 o " Mmax:= (P2)•(L2 - 2.5ft) Mmax = 16.68ft•kips n Sx := 3.4039•in3 Ix := 17.4578•in4 E:= 29500•ksi so fb := Mmax fb = 29.41 ksi 2 •Sx P2 -(L2 — 2.5ft)3 2•(L2 — 2.5 -ft) — A = 0.27 in 474.64 3.E.(2.Ix) A Beam is adequate. Beam to Column Conn.: (4) 3/4"� A307 bolts at7" bolt pattern Connection Load (half load to each side) P1 -(L1 + 2.5 -ft) — (P2)•(L2 — 2.5ft) R1 := 0.50• RI =-0.814kips 2.5. ft V:= 0.25•R1 V = —0.20 kipsper bolt Allowable Bearing on 14 Ga (column): t:= 0.075 in Fu := 70.0•ksi d:= 0.75•in f2b := 2.22 Fp := 2.22 -Fu Fp = 155.40ksi Pn:=. Fp•d•t Pn = 8.74 kips Pa := Pn Pa = 3.94 kips O.K. f2b - Allow. Bolt Shear, Va := 4.4 -kips _ O.K. Baja Construction Co.,, Inc. Page 7 of 18 2?3 Foster Street Job #8813 Martinez, CA 94553 City, of La Quinta Library (800) 366-9600 10/11/07 Knee Brace: Tapered Cee 5.125" to 5.0" z 4" z 14ga , Lbr:= 2•(1.83•ft)2 Lbr=2.59ft (P2)•(L2) – (P1)•L1 Pbr:= 2.5•ft•(0.707) Pbr= 10551.311bf See check of knee brace below. Check Knee Brace Connection: (8) - #12 screws each side, each end d:= 0.216• in n := 3.0 Steel in contact with screw head: 14Qa Fug := 65•ksi tl := 0.075•in ° Pn] := 2.741-d•Ful PnI = 2.84 kips . Steel not in contact with screw head: 14ea Fut := 65•ksi t2 := 0.075•in Pn2 := 2.7•t2•d•Fu2 Pn2 = 2.84 kips For t2 / t� equal to or less than .1 0.5 Pn3 := 4.2•(t23•d) •Fu2 Pn3 = 2.61 kips Allow Shear per screw Pn := if t2 — <– 1, min(Pnl , Pn2, Pn3), min(Pn, Pn2� Pn = 2.61 kips tl Pn = 2.61 kips =_� Pa := Pn Pa = 0.87 kips S2 ' GF := 2•(8)•(Pa) GF = 13.90 kips _ O.K. 1996 AISI Specification w/1999 Supplement Project: Model: Knee Brace R1 2.59 ft Section : Channel 5 x 4 x 14ga Single Maxo = Moment of Inertia; I = ' 2.90 in14 Va = Wind or Earthquake Factor Included ? No Flexural and Deflection Check Qc., � e- � Date: 10/11/2007 2269.9 Ft -Lb Fy = 55.0 ksi 6345.3 lb Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) Center Span 0.0 0.000 0.0 None 2269.9 0.000 Combined Bending and Web Cri Pling Reaction or Load Brng Pa Pt Load P(lb) (in) (lb) R1 0.0 2.50 1146.8 R2 0.0 2.50 1146.8 Combined Bending and Shear Intr. Intr. Reaction or Vmax Mmax Va Pt Load (lb) (Ft -Lb) Factor R1 0.0 0.0 1.00 R2 0.0 0.0 1.00 Combined Bending and Axial Load P/Pa Value 24 Axial Ld Bracing (in) Span (lb) KyLy KtLt Center Span 10551.0 (c) None None Deflection (in) Ratio 0.000 1/776 Mmax Intr. Stiffen (Ft -Lb) Value Req'd ? 0.0 0.00 No, 0.0 0.00 No Intr. Intr. V/Va M/Ma Unstiffen Stiffen 0.00 0.00 0.00 NA 0.00 0.00 0.00 NA Max Allow Ld Intr. KLIr (lb) P/Pa Value 24 10800.4 (c) 0.98 0.98 Baja Construction Co., Inc: Page 9 of 18 Z23 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library (800) 366-9600 10/11/07 Column Loading:. Dead Load+ Live Load Dead load on column, Pdl := (RDL)•(18.0•ft)•(18.0•ft) Pdl = 0.648kips Live load on column, PH :_ (RLL)•(18.0•ft)•(18.0•ft) PH = 5.184kips Moment to column: Mcol := (P2).(L2) — (P1)•(L1) Mcol = 18.649 ft. kips - Mdl := RDL (Mcol) Mdl = 2.072ft•kips RDL + RLL Mll :_ RLL •(Mcol) Mll = 16.577ft•kips RDL + RLL Wind Load: Ce = 1.06 qs = 16.40 psf I= 1.00 Unenclosed structure,' Cq := 1.3 Windpressure, P:= Ce•Cq•gs•I P = 22.60 psf Fw:= (P)•(18.0•ft)•(20•ft) Fw=813.57lbf Mwind := (Fw)•(9.0•ft) Mwind = 7.322ft•kips Seismic: 1:= 1.0 R:= 2.2 Na := 1.5 =__> Ca := 0.44-Na Ca = 0.660 W:= RDL-(18.0-ft)-(18.0-ft) W'-- 648.00lbf 2.5 • Ca• I Vs := •(W) Vs = 0.35 kips 1.4-R Seismic Moment to Column Mseis := Vs•(9.0•ft) Mseis = 3.124ft•kips Baja Construction Co., Inc. Page 10 of 18 223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library . (800) 366-9600 10/11/07 Columns, cont: (2) Cee 10" x"2 1/2" x 12 Ga Boxed Allowable Axial Stress: Fy := 55.0-ksi E:= 29500-ksi Xy := 2 Ly := 9.0. ft ry := 2.0458•in Kx := 2 Lx:—""9.0-ft r,� := 3.7470-in ' zzKx Lx . (KyLy) 11147.59 =3323.07 ry \ rX / 2 E Fe := Fe = 26.12 ksi KY Ly 2 Kx Lx 2 m4( ) ' ( ) ry ra Fy) Fn := i Fe > 0.5.Fy, Fy-I 1 - , Fe] Fn = 26.12 ksi 4-Fe Ae := 3:4178-int Qc := 1.80 Pn := Ae-Fn Pn =' 89.27 kips Pn Pa := Pa = 49.59 kips QC Combined Loading - Dead Load + Live Load nb':= 1.67. Ix := 47.9858•in4 Sx := 9.5972-in3 Cmx := 1 �2BIx Mnx := Sx•Fy Mnx = 43.99 ft. kips Pex— Pex = 299.45 kips (Kx.Lx)2 nc.(Pdl + P11) ax:— 1 - ax = 0.96 Pex Qc•(Pdl + P11) Qb.Cmz•Mcol + = 0:85 � .1.VO.K. • Pn Mnx• ax Combined Loading -Dead Load + Wind Load (seismic not critical) Qc�(Pdl) ax := I — ax = 1.00 . Pex Qc•(Pdl) + Qb-Cmx-Mwind —0.29 < 1.33 O.K Pn Mnk-ax . Baja Construction'Co., Inc. Page 11 of 18 •223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library (800) 366-9600 10/11/07 Pier Footing:. 24"0 x 5'-9" deep Caisson Max. Moment, Mmax := max(Mcol,0.75•Mwind,0.75•Mseis) Mmax = 18.65ft•kips Equivalent Point Load, P:= Mmax P = 2.07k ips 9.0. ft Allowable lateral bearing pressure ...................... Sa:= 300• psf ft Applied lateral force ................................................ P = 2.07 kips Distance - P to ground ........................................... h:= 9.0 -ft Pole diameter (or diagonal) .................................... b:= 24.0 -in Pole embedment depth ............................................ D:= 5.75 -ft Structure isnot adversely affected by 1/2" ground motion use twice value of Sa S, 2•Sa D S1 = 1150.00 psf 3 2.34•P A•:=A = 2.11 ft Sib d:= 2 I1+ 1+4Ah1 — d 5.72 ft. Check Pier Footing for .Vertical Loads (DL+LL): Allow. Soil Bearing .........::................. SBPa':= 1000-psf 1' % Increase for depth ......................... % := 0.20 -- Total Soil Bearing Pressure ............. SBPt := SBPa + %•(SBPa) (D 1.0 -ft) SBPt = 1950.00 psf Pier Diameter .......................:.. b = 24.00 in .r:= 0.5-b r = 12.00 in Max. Vertical Load ........:....... P:= Pdl + PH P = 5.83 kips P Actual Soil Bearing •••-•••••••••• SBP:= 2 SBP 1856.38 psf — O.K. 7Er Baja Construction Co., Inc. Page 12 of 18 223 Foster Street Job #8813 Martinez, CA 94553 City of La Quinta Library (800) 366-9600 10/11/07 Check Pier Footingfor Uplift Loads (DL+Wind): Ce = 1.06 Cq := 0.70 qs = 16.40,psf 1= 1.00 . Pu := Ce•Cq•gs•I Pu = 12.17psf Uplift:= (Pu —RDL)•(18.0•ft)(18.0•ft) Uplift 3.29 kips . SBPa Allow. Skin Friction ............• Ff :_ Ff=.166.67psf 6 Pier Capacity ......................... Cap :=.7c•b•Ff Cap = 1047.20 plf Friction capacity ................... Fup := (Cap)•(D — 1-ft) Fup = 4.97 kips (neglect top 1.0 ft) Weight of footing ................ W:= (145•pcf)•(7T•r2) (D) W = 2.62 kips W + Fup FS := FS = 2.30 Uplift Check Alternate Spread Footing for Uplift Load: -3.5'x 6.75'x 24" deep Uplift = 3.29 kips W:= (145.0•p6f)•(6.75•ft)•(3.5•ft):(24•in) W = 6.85 kips Allowable Skin Friction, Ff = 166.67psf Footing Perimeter Length, -L:= •2•(6.75•ft + 3.5-ft) Effective Footing Depth, D:=,24:0-in-12.0-in D = 12.00 in 4 Footing Friction Capacity, .Fup := Ff •(L)•(D) Fup = 3.42 kips Factor of Safety, . W +Fup - 3.12 Uplift, Title : Job # Dsgnr: Date: 2:37PM, 11 OCT 07 Description Scope : 96 KeT St30002 User. KW -0601322, Ver 5.8.0, 1 -Dec -2003 General Footing Analysis $ Design (c)1983-2003 ENERCALC Engineering Software Description Alternate Spread Footing General information Creates Rotation about Y -Y Axis Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 1,000.0 psf Dimensions... Dead Load Short Term Increase 1.330 Width along X -X Axis 6.750 ft Seismic Zone 4 Length along Y -Y Axis 3.500 ft Allowable Creates Rotation about Y -Y Axis Footing Thickness 24.00 in Live &Short NOT Combined (pressures @ top & bot) Col Dim. Along X -X Axis 10.00 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 No Overturning 1.500 :1 2 -Way Applied Vertical Load... 170.000 psi Y -Y Min. Stability Ratio 2.764 Dead Load 0.648 k ...ecc along X -X Axis -18.000 in ACI C-1 Live Load 5.184 k ...ecc along Y -Y Axis 0.000 in As Read Short Term Load k -0.09 k -ft -0.37 k -ft Summary I Footing Design OK 6.75ft x 3.50ft Footing, Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load 2.072 k -ft k -ft Live Load 16.577 k -ft k -ft Short Term 7.322 k -ft k -ft Allowable 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 I Footing Design OK 6.75ft x 3.50ft Footing, 24.Oin Thick, w/ Column Support 10.00 x 5.00in x O.Oin high ACI C-2 ALA (:-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 909.4 634.3 psf Max Mu 7.319 k -ft per ft Allowable 1,000.0 1,330.0 psf Required Steel Area 0.518 in2 per ft "X Ecc, of Resultant 9.368 in 13.477 in Shear Stresses.... Vu Vn • Phi "Y' Ecc, of Resultant 0.000 in 0.000 in 1 -Way- 0.00 psi 85.00 psi Vu @ Top 0.00 psi 8.381 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 3.273 170.000 psi Y -Y Min. Stability Ratio 2.764 Moments ACI C-1 Shear Forces ACI C-1 ACI C-2 ALA (:-3 Vn' Phi Two -Way Shear 3.27 psi 0.31 psi 0.20 psi 170.00 psi One -Way Shears... Vu @ Left 8.38 psi 3.40 psi 2.19 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 Read Mu @ Left -0.09 k -ft -0.37 k -ft -0.24 k -ft 1.0 psi -0.52 in2 per ft Mu @ Right 7.32 k -ft 2.91 k -ft 1.87 k -ft 19.3 psi 0.52 in2 per ft Mu @ Top 0.49 k -ft 0.05 k -ft 0.03 k -ft 1.3 psi 0.52 in2 per ft Mu @ Bottom 0.49 k -ft 0.05 k -ft 0.03 k -ft 1.3 psi 0.52 in2 per ft Title : Job # Dsgnr: Date: 2:37PM, 11 OCT 07 Description Scope General Footing Analysis & Design Description Alternate Spread Footing Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 164.33 909.38 536.86 536.86 psf DL + LL + ST 0.55 634.31 317.43 317.43 psf Factored Load Soil Pressures ACI Eq. C-1 250.22 1,384.64 817.43 817.43 psf ACI Eq. C-2 0.77 888.03 444.40 444.40 psf ACI Eq. C-3 0.50 570.88 285.69 285.69 psf ACI Factors (per ACI 318-02, applied internally to entered loads) 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 TM X-Simm Featuring ZIncal=a 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. ❑ 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. ❑ 26 gauge panels available with the DuraTech®nt coating system or Zincalume® Plus for unpainted applications. ❑ 29 gauge panels available with the ColorGuard-xt coating system in Desert Beige, Surf White, and Light Stone or Zincalume® Plus for unpainted applications. www.aepspan.com DCAC . . m•nf� ittn� �rrrr. .re-rr. .�„�. 2" 91 2 1/8" Painted side 4 > >� A— 36" Net Coverage >I AEP oln A SPAN Engineered Solutions in Metal Tacoma, WA 800-733-4955,253-383-4955 FAX 253 -272 -0791 - Fontana, CA 800-272-2466,909-823-0401 FAX 909-823-2625 Dallas, TX 800-527-2503, 214-827-1740 FAX 214-828-1394 1996 AISI Specification w/1999 Supplement DATE: 10/11/2007 SECTION DESIGNATION: Channel 5 x 4 x 14ga Single INPUT PROPERTIES: Web Height = 5.0000 in Steel Thickness = Top Flange = 4.0000 in Inside Comer Ra( Bottom Flange = 4.0000 in Yield Stress, Fy = Fy With Cold-Woi OUTPUT PROPERTIES: 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 x1000) Warping Constant (Cw) Radii of Gyration (Ro) Torsional Flexural Constant (Beta) 0.0750 in us = 0.0764 in 55.0 ksi Fya = 55.0 ksi 3.2033 in 2.9007 in^4 0.8271 in 3 2269.93 Ft -Lb 2.5000 in 4.3057 in^4 0.9564 in^2 2.1218 in 1.2689.in 1.6605 in^4 1.3176 in 3.2545 Ib/ft 6345.25 Ib 11873 Ib -2.8899 in 1.7933 in^4 7.1372 i06 3.8196 in 0.4276 1996 AISI. Specification w/1999 Supplement DATE: 10/11/2007 SECTION DESIGNATION: Cee 10 x 2.5 x 14ga Single C Stud, INPUT PROPERTIES: Web Height F 10.0000 in Steel Thickness = Top Flange = 2.5000 in Inside Corner Radius = Bottom Flange = 2.5000 in Yield Stress, Fy = Stiffening Lip = 1.0000 in Fy With Cold -Work, Fya = OUTPUT PROPERTIES: 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) 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 DATE: 10/11/2007 SECTION DESIGNATION: Cee 10 x 2.5 x 12ga (2) Boxed 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) 47.9858 in^4 Section Modulus (Sxx) 9.5972 in^ 3 Allowable Bending Moment (Ma) 26339.51 Ft-Lb n Gross Section Properties. of Full Section, Strong Axis Neutral Axis from, Top Fiber (Ycg) 5.0000 in Moment.of Inertia (Ixx)47.9858 in A4 Cross Sectional Area (A) 3.4.178 in^2 Radius of Gyration (Rx) 3.7470 in Section Properties, Weak Axis Gross Moment of Inertia (lyy) 14.3043 in^4 Radius of Gyration (Ry) 2.0458 in Other Section Property Data Member Weight per Foot of Length 11.6300 lb/ft Allowable Shear Force In Web (Unpunched) 20717.86 Ib Pao for use in Interaction Equation C5-2 69720 Ib I f i� y I. u h . .i 6 9'-0" STD. BAY @ 18'-0" I------ --.---------- I — COLUMN (SEE SCHED.) LO I V N Z 5I I 0 o (=�1 in 6 J ROOF D CK �-------- (SEE SCHED.) _---- F I LO I 00 LOF iv I a I L----- -------- - 24"0 PIER FOOTING (SEE SCHED.) 9'-0" STD. BAY COD 18'-0" VARIES (SEE SITE PLAN) STD. BAYS 0 18'-0" STD. BAY '@ 18'-000 STD. BAYS @ 18'-0 --------------------- ---------- ,/-U CUP ICOLUMN A AT BEAM CONN. COLUMN AT FOUNDATION -------------------------------� I PURLIN (SEE SCHED.) BEAM (SEE SCHED.)—� — — — — — — — — — — — — — — — — — — — — — 2 — — — — — — — — — — — — -� :ROOFLINE STD. BAYS C 118'-0" H.C. BAY 0 18'-0" STD. BAYS ® 18'-0" -0" (IF/WHERE OCCURS) VARIES (SEE SITE PLAN) ROOF FRAMING PLAN 1/891=10-090 36'-0" 12'-5" 5'-7" 51-701 12'-5" 4'-6" 7'-11" 2'-1" 2'-1" 7'-11" 4'_6„ SLOPE SLOPE ROOF DECK 1/4:12 1/4:12 ��--BEAM = �k7A PURLIN U -CLIP COLUMN LJ 1 CROSS SECTION L COLUMN II LJ I ' 'CAISSON FOOTING LL_ (SEE SCHEDULE) SCHEDULE v) Z MODEL NO. BSP .3 p 9'-0" X 18'-0" -i n OCCUPANCY GROUP V �W/� v �r U-1 \ TYPE OF CONSTRUCTION V -N oC DEPTH OF CAR SPACE 18'-O" BAY WIDTH 0 18'-0" HALF BAY WIDTH 9'-0" ROOF DECK 29GA AEP SPAN ALTA -RIB Fy = 80 KSI (X -SPAN) ROOF PURLINS 10" x 2 Fy 1/2" x14 55 KSI GA ROOF BEAM (2) 1 D" x Fy 2 1/2" x14 GA = 55 KS I DIAGONAL BRACE 5 1/8" TO 5" x 4" x TAPERED CEE Fy=55KS1 14 GA COLUMNS - STEEL (2) 10" x 2 Fy 1/2" x 12 = 55 KSI SGA BOXED FOUNDATION DIAMETER 24" 0 FOUNDATION DEPTH 5'-9" SPREAD FOOTING WIDTH 1 3'-6" SPREAD FOOTING LENGTH 6'-9" SPREAD FOOTING DEPTH 24" VARIES (SEE SITE PLAN) 9'-0" STD. BAY © 18'-0" STD. BAYS 0 18'-0" 17'-O" STD. BAY ® 17'-OSTD. BAYS ® 18'-0" 9'-0" oil(IF/WHERE OCCURS) PURLIN �► BRACING AT MIDSPA I r--------- -------- -------------------------------------� COLUMN ca (SEE SCHED.) U CLIP �r I `) I &4 COLUMN I � ` iv Z I - AT BEAM CONN. m , Uj `V COLUMN -o o Jo I 5 AT FOUNDATION 1 0 v'_ _ - - - - - - CO Ln 6 —I-- A ROOF DECK PURLIN (SEE SCHED.) BEAM (SEE SCHED.) — — — J (SEE LLC -- --- -- — — — — -. — — — — ------------------- -- (0 _ — — �I 24"0 PIER FOOTING — PO (SEE SCHED.) ROOF LINE _ 0 ROOF FRAMING PLAN I a 1 /8"=1'-0" 7- (8) #12x3/4 SD (4) 3/4'0 A307 BOLTS BEAM - SEE (0 HEX HEAD NO PURLIN NO SPECIAL INSPECTION 4 SCHEDULE 1 WASHER/7�CUCLAPT-AWAYY FLANGE REQ'D. ROOF BEAM -� - FOR _ 18'-0" 12'-5" 5'-7" 3'-6" 2'-1" SLOPE ROOF DECK 7 -,\ 1/4:12 r—/ I''I PURLIN U -CLIP v 3 BRACE Z N 00 I 00 COLUMN C.I.P.CONC. -- CAISSON (4) #5'a REBAR----_ COLUMN SEE SCHED. u SEE SCHED. 5 CAISSON FOOTING .. .. N.T.S. Z 4'-6" d GENERAL STRUCTURAL NOTES ---- (8) #12x3/4 SD ^ //•4/•/ 1 CODE HEX HEAD NO — _ _ — — _ _ — _ _ _ 2001 EDITION OF THE CALIFORNIA BUILDING CODE WASHER 1996 AISI COLD -FORMED STEEL DESIGN MANUAL QRpFESS/�N M NO C37046 +Z rn * Exp. 6/30/08 Jl CIVIL E OF CALVE (8) #12x3/4 SD 14GA 'U' BRACKET O 2. LOADS T HEX HEAD NO I WASHER «;: ROOF LIVE LOAD: = 20 PSF, REDUCIBLE m PLAN VIEW WIND LOAD = 80 MPH, EXPOSURE 'C' ♦3,� V � Q BEAM - SEE ,t 3. FOUNDATION ¢ V FRAMING PLAN*• DIAG. BRACE W/ (6) FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF cc Ax 1'-10" #12X3/4 SD HEX SCREW NO WASHER EACH END 1000 PSF AT 12" BENEATH LOWEST ADJACENT GRADE, 'WHICHEVER IS THE --- PURLIN -SEE o .. FRAMING PLAN A• EACH sloE LOWER ELEVATION. 00 z HEX #HEAD NASD 4. CONCRETE 'L.i. z Y IE E++------- WASHER ALL CONCRETE REQUIRED HERE -IN SHALL BE DONE IN ACCORDANCE W/ ACI V J 14 GAGE 'U' SHAPEDSTANDARD��301 �-95, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR W 0 0 (8) #12x3/4 SD clo- CONN. BRACKETBUILDINGS", WHICH IS HEREBY. MADE A PART IF THESE DOCUMENTS, WITH < HEX HEAD NO (TYPICAL) THE FOLLOWING MODIFICATIONS: ..-� J O WASHER 3 COLUMN TO BEAM NT_% PARA 2.1.2: CEMENT SHALL COMPLY W/ ASTM C150, TYPE IL T U- 2 PURLIN TO BEAM CONNECTION O CONNECTION PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. i< ,SEEMSCHED. 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 ,--ROOF DECK A615, GRADE 40. 5. o � Wit_ _ STEEL ROOF .DECKING._ - ` COLUMN STEEL STEEL ROOF DECK SHALL BE AEP SPAN "HR -36" (ICC ESR -1414) OR SEE EQUAL, CONFORMING TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE; U � ASTM A792, ASTM A653, OR ASTM A611 WITH A MINIMUM FIELD STRENGTH OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. Z (- O CO 6.II IGHT GAUGE STRUCTURAL STEEL FRAMING O 4 COLUMN TO BEAM ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC O U N CONNECTION N.rs. PROFILES (AEP SPAN) WITH CITY OF L.A. APPROVED FABRICATOR N CERTIFICATION #1892 OR OTHER MANUFACTURERS W/ THE EQUIVALENT U z DO LO QUALIFICATIONS. z ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN 0 m O #120' SO HEX SCREWS W/ ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL � Q X 96"o DOME WASHER INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL M Q ROOF DECK EACH LOW EACH SUPPORT #12x1 SO HEX SCREWS W/ STRUCTURAL MEMBERS": ASTM A653 OR ASTM A570 WITH A MINIMUM YIELD / 1 LL ROOF DEC %-0 DOME WASHER�•J 29GA SIDE EACH LOW EACH SUPPORT STRENGTH Fy=55 KSI AND MINIMUM TENSILE STRENGTH Fu=65 KSI. UNE TRIM - - - - - - - - ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE (00 #147/8 SO - AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES SCREW SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.(n fl M CONT. 16GA END CLOSURE TRIM. ATTACH TO PURUN __ 1' MADE x 26GA STRAP STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED ILL W/ (1) #12x3/4 SO HEX BRACE W/ #14x7/8* SO MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE ,AND OTHER O SCREW NO WASHER TOP SCREWS EACH ENO O M O AND BOTTOM SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR CJ 00 PURLIN FABRICATED MATERIAL. U iV r PURLIN #12x3/4' SO HEX 7. DECK &PURLIN SCREW No WASHER -SELF SCREW FASTENERS SHALL BE "VS" BRANK SELF DRILLING -SELF CLOSURE ".Ts PURLIN BRACING TAPPING SCREWS BY D.B. BUILDING FASTENERS (ICRC X5617) OR EQUAL. M.T.& - S. CONTRACTORS THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE ROOF DECK APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR WRITTEN 140/8" SD APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED SCREW: TO THE ENGINEER FOR HIS REVIEW DO NTO CONSTITUTE IN WRITING ------------ UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE 29GA SIDE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTORS OR 29G TRIM SUB -CONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO LINE1•x1/2•x26GA /�NREPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. ANGLE 03'-4" O.C. Sb SCREWS ax7/8 EWCONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD 7 CLOSURE TRIM r7 A 6" CLOSURE TRIM STRUCTURAL ELEMENTS IN PLACE DURING ERECTION, THESE PROVISIONS z OPTIONAL N.T.: SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY ERECTED STRUCTURES. SEE GENERAL THE COPNTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE STRUCTURAL NOT,= #1D FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 2.133' /14x7/8• So ENGINEER OF RECORD 0.7' 9' UXAMONST PURLIN 9 • ! - - BAJA CONSTRUCTION CO., INC. AND/OR THEIR ENGINEERING CONSULTANTS IS ONLY RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND o STRUCTURAL CALCULATIONS AS PROVIDED FOR THIS PROJECT. BAJA I I 12x1" So Hoc SCREWS W/%"r CONSTRUCTION CO., INC. AND THEIR ENGINEERING CONSULTANTS ARE NOT Z 2,133' �„ � �H SUPPORr CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN THE ALTA -AIB OR EQUAL PANEL PREFABRICATED STEEL SYSTEM CANOPY/CARPORT/RV & BOAT STORAGE/OR MINI -STORAGE SYSTEMS THAT IS SHOWN ON THESE PLANS. PROJ. NO.: DATE: TMP 2 -24 TMP 2 -24 21. 21• THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON 8813 10/10/07 21* THESE PLANS. IN ADDITION, THESE PLANS ARE ONLY APPLICABLE TO THIS PROJECTS PROVIDED BAJA CONSTRUCTION PROVIDES AND INSTALLS ALL DRAWN: CHECKED: MATERIAL SPECIFIED HEREIN. JDD R.F. 10. ALTERNATE FOOTING AND OPTIONAL TRIM L_! IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED, THERE SHEET: Wo WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. � 10•x2 1�i• l2t 10":z +/2" 11�c2-112' PROVIDED BY BAJA s 1/e• TO s• x 4• (2) 10'xs +/2' THE OPTIONAL TRIM SHOWN IN THIS DRAWING CAN BE DIAG. BRACE COLUMN COLUMN BEAM RAFTER CONSTRUCTION FOR AN ADDITIONAL CHARGE. 1 OF 1 MEMBER PROFILES SEE SCHEDULE FOR MEMBER THICKNESS (GA) COMPUTER FILE: 8813.dwg II LJ " azli 1 CAISSON FOOTING (SEE SCHEDULE) 1 CROSS SECTION I COL. III 2'-0" I i 1 I III #4x12 EACH IDIRECTION (DRILLED) I III (4) #5'a REBAR I I I Ix/ #5'a AT 12' O.C. KNISH GRADE II z IJ z � N 3" CLR. • • IEI • ♦ • N MIN. 3" CUR. --- -�.-..... MIN. A T. SPREAD FOOTING. N.T.A SEE GENERAL STRUCTURAL NOTE #10 v) Z Z p Q io- -i n C) V �W/� v �r Z \ 5� oC <C 0 (8) #12x3/4 SD 14GA 'U' BRACKET O 2. LOADS T HEX HEAD NO I WASHER «;: ROOF LIVE LOAD: = 20 PSF, REDUCIBLE m PLAN VIEW WIND LOAD = 80 MPH, EXPOSURE 'C' ♦3,� V � Q BEAM - SEE ,t 3. FOUNDATION ¢ V FRAMING PLAN*• DIAG. BRACE W/ (6) FOUNDATION DESIGN BASED ON AN ALLOWABLE SOIL BEARING PRESSURE OF cc Ax 1'-10" #12X3/4 SD HEX SCREW NO WASHER EACH END 1000 PSF AT 12" BENEATH LOWEST ADJACENT GRADE, 'WHICHEVER IS THE --- PURLIN -SEE o .. FRAMING PLAN A• EACH sloE LOWER ELEVATION. 00 z HEX #HEAD NASD 4. CONCRETE 'L.i. z Y IE E++------- WASHER ALL CONCRETE REQUIRED HERE -IN SHALL BE DONE IN ACCORDANCE W/ ACI V J 14 GAGE 'U' SHAPEDSTANDARD��301 �-95, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR W 0 0 (8) #12x3/4 SD clo- CONN. BRACKETBUILDINGS", WHICH IS HEREBY. MADE A PART IF THESE DOCUMENTS, WITH < HEX HEAD NO (TYPICAL) THE FOLLOWING MODIFICATIONS: ..-� J O WASHER 3 COLUMN TO BEAM NT_% PARA 2.1.2: CEMENT SHALL COMPLY W/ ASTM C150, TYPE IL T U- 2 PURLIN TO BEAM CONNECTION O CONNECTION PARA 3.2: F'c SHALL BE 2500 PSI AT 28 DAYS FOR ALL CONCRETE. i< ,SEEMSCHED. 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 ,--ROOF DECK A615, GRADE 40. 5. o � Wit_ _ STEEL ROOF .DECKING._ - ` COLUMN STEEL STEEL ROOF DECK SHALL BE AEP SPAN "HR -36" (ICC ESR -1414) OR SEE EQUAL, CONFORMING TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE; U � ASTM A792, ASTM A653, OR ASTM A611 WITH A MINIMUM FIELD STRENGTH OF 80 KSI AND A MINIMUM TENSILE STRENGTH OF 82 KSI. Z (- O CO 6.II IGHT GAUGE STRUCTURAL STEEL FRAMING O 4 COLUMN TO BEAM ALL LIGHT GAGE STEEL FRAMING MEMBERS TO BE SUPPLIED BY ASC O U N CONNECTION N.rs. PROFILES (AEP SPAN) WITH CITY OF L.A. APPROVED FABRICATOR N CERTIFICATION #1892 OR OTHER MANUFACTURERS W/ THE EQUIVALENT U z DO LO QUALIFICATIONS. z ALL STRUCTURAL STEEL FRAMING MATERIALS AND ERECTION SHALL BE IN 0 m O #120' SO HEX SCREWS W/ ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL � Q X 96"o DOME WASHER INSTITUTE "SPECIFICATIONS FOR THE DESIGN OF COLD -FORMED STEEL M Q ROOF DECK EACH LOW EACH SUPPORT #12x1 SO HEX SCREWS W/ STRUCTURAL MEMBERS": ASTM A653 OR ASTM A570 WITH A MINIMUM YIELD / 1 LL ROOF DEC %-0 DOME WASHER�•J 29GA SIDE EACH LOW EACH SUPPORT STRENGTH Fy=55 KSI AND MINIMUM TENSILE STRENGTH Fu=65 KSI. UNE TRIM - - - - - - - - ALL WELDING TO BE PERFORMED BY WELDERS HOLDING A VALID CERTIFICATE (00 #147/8 SO - AND HAVING CURRENT EXPERIENCE IN LIGHT GAGE STEEL. CERTIFICATES SCREW SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.(n fl M CONT. 16GA END CLOSURE TRIM. ATTACH TO PURUN __ 1' MADE x 26GA STRAP STRUCTURAL STEEL MEMBERS SHALL BE FURNISHED TO THE SPECIFIED ILL W/ (1) #12x3/4 SO HEX BRACE W/ #14x7/8* SO MINIMUM YIELD POINT OR GREATER. THE ASTM, GRADE ,AND OTHER O SCREW NO WASHER TOP SCREWS EACH ENO O M O AND BOTTOM SPECIFICATIONS SHALL BE INDICATED BY SUITABLE MEANS ON EACH LIFT OR CJ 00 PURLIN FABRICATED MATERIAL. U iV r PURLIN #12x3/4' SO HEX 7. DECK &PURLIN SCREW No WASHER -SELF SCREW FASTENERS SHALL BE "VS" BRANK SELF DRILLING -SELF CLOSURE ".Ts PURLIN BRACING TAPPING SCREWS BY D.B. BUILDING FASTENERS (ICRC X5617) OR EQUAL. M.T.& - S. CONTRACTORS THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUEST FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS. NO STRUCTURAL CHANGES FROM THE ROOF DECK APPROVED PLANS SHALL BE MADE IN THE FIELD UNLESS PRIOR WRITTEN 140/8" SD APPROVAL IS OBTAINED FROM THE ENGINEER. SHOP DRAWINGS SUBMITTED SCREW: TO THE ENGINEER FOR HIS REVIEW DO NTO CONSTITUTE IN WRITING ------------ UNLESS IT IS NOTED THAT SPECIFIC CHANGES ARE BEING REQUESTED. IF CHANGES ARE MADE WITHOUT WRITTEN APPROVAL, SUCH CHANGES SHALL BE 29GA SIDE THE LEGAL AND FINANCIAL RESPONSIBILITY OF THE CONTRACTORS OR 29G TRIM SUB -CONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO LINE1•x1/2•x26GA /�NREPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. ANGLE 03'-4" O.C. Sb SCREWS ax7/8 EWCONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING, OR OTHER MEANS TO AVOID EXCESSIVE STRESSES AND TO HOLD 7 CLOSURE TRIM r7 A 6" CLOSURE TRIM STRUCTURAL ELEMENTS IN PLACE DURING ERECTION, THESE PROVISIONS z OPTIONAL N.T.: SHALL REMAIN IN POSITION UNTIL SUFFICIENT PERMANENT MEMBERS ARE ERECTED TO INSURE THE SAFETY OF THE PARTIALLY ERECTED STRUCTURES. SEE GENERAL THE COPNTRACT STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE STRUCTURAL NOT,= #1D FINISHED STRUCTURE. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 2.133' /14x7/8• So ENGINEER OF RECORD 0.7' 9' UXAMONST PURLIN 9 • ! - - BAJA CONSTRUCTION CO., INC. AND/OR THEIR ENGINEERING CONSULTANTS IS ONLY RESPONSIBLE FOR THE CONTENTS OF THESE DRAWINGS AND o STRUCTURAL CALCULATIONS AS PROVIDED FOR THIS PROJECT. BAJA I I 12x1" So Hoc SCREWS W/%"r CONSTRUCTION CO., INC. AND THEIR ENGINEERING CONSULTANTS ARE NOT Z 2,133' �„ � �H SUPPORr CONSIDERED THE ENGINEER OF RECORD FOR ANYTHING OTHER THAN THE ALTA -AIB OR EQUAL PANEL PREFABRICATED STEEL SYSTEM CANOPY/CARPORT/RV & BOAT STORAGE/OR MINI -STORAGE SYSTEMS THAT IS SHOWN ON THESE PLANS. PROJ. NO.: DATE: TMP 2 -24 TMP 2 -24 21. 21• THESE PLANS ARE APPLICABLE ONLY TO THE SPECIFIC PROJECT NOTED ON 8813 10/10/07 21* THESE PLANS. IN ADDITION, THESE PLANS ARE ONLY APPLICABLE TO THIS PROJECTS PROVIDED BAJA CONSTRUCTION PROVIDES AND INSTALLS ALL DRAWN: CHECKED: MATERIAL SPECIFIED HEREIN. JDD R.F. 10. ALTERNATE FOOTING AND OPTIONAL TRIM L_! IF THE ALTERNATE FOOTING SHOWN IN THIS DRAWING IS REQUIRED, THERE SHEET: Wo WILL BE AN ADDITIONAL CHARGE FROM BAJA CONSTRUCTION. � 10•x2 1�i• l2t 10":z +/2" 11�c2-112' PROVIDED BY BAJA s 1/e• TO s• x 4• (2) 10'xs +/2' THE OPTIONAL TRIM SHOWN IN THIS DRAWING CAN BE DIAG. BRACE COLUMN COLUMN BEAM RAFTER CONSTRUCTION FOR AN ADDITIONAL CHARGE. 1 OF 1 MEMBER PROFILES SEE SCHEDULE FOR MEMBER THICKNESS (GA) COMPUTER FILE: 8813.dwg II LJ " azli 1 CAISSON FOOTING (SEE SCHEDULE) 1 CROSS SECTION I COL. III 2'-0" I i 1 I III #4x12 EACH IDIRECTION (DRILLED) I III (4) #5'a REBAR I I I Ix/ #5'a AT 12' O.C. KNISH GRADE II z IJ z � N 3" CLR. • • IEI • ♦ • N MIN. 3" CUR. --- -�.-..... MIN. A T. SPREAD FOOTING. N.T.A SEE GENERAL STRUCTURAL NOTE #10 Ni"J ha 25'-0" AT HANDICAPPED STALL I-- ROOF DECK FRAMING PLAN. -- not to SGALE­ BEAM • FRAMING sv -v -O" ' O" 94312 dF 94314 FRAMING PLAN. -- not to SGALE­ BEAM • FRAMING grade L beam I 'J_ 2 u o<tlll 10 BRACE Q rI . IQ 2 _ WH1�EL STOP I 1 . i • 1 SECTION CANOPY NOT TO SCALE w2OOF DECK 2q 66AL sem-- T'=G 'b 6J4L. E2AD CLOSURE - *4 c c w'T. ATTACH TO V=A64.ofili, qZAFTEIQ5W/(1)---------- 2- 2 X 5 44' TF -K5/2 AT "00 t 51VTT. FLANGE PVRL I N K177 DECK 4 BM CLOSURE NOT TO SCALE ROOF DECK ECK � I X wLK �.�i./f�5 w SA. SIDE LINE TRIMF . CLOSURE TRIM NOT TO 5CALE 1 PLAN V.IEK rafter. (8) 012 hex head teks/3 each leg FASCIA rafter TOP FL6 GUT -AWAY FOR CLARITY (Ib) 012 HEX HEAD TEKS/3 IC004 dRAGKETed (TYPICAL) beam - SEE FRAMING PLAN FASCIA rafter - SEE FRAMIN6 PLAN (Ib) t12 HEX HEAD TEKS/5 \ 14 age t�' shaped � - CORN. BRACKET (TYPICAL) NOT TO SCALE ' I I I I G.I.P. GONG. CAISSON I I I� column - shOrtn 5ca roof frcming plan 0 0 n c 0 `o 'a n for dlamoter see Schedule FIN15H &RADE CL column " ION BAR $5 AT 12" O.G. 3" GLR. MIN. 24" MIN. INTO UND 15TURBED NATURAL 501L NOTE: ALL REBAR 6RADE 40 STEEL - TYP. 6 COL. AT GONG. CAISSON rb" `` AL.T. COL. AT SPREAD FOOT I NO NOT TO SCALE NOT TO SCALE 1" (4) 3/4" A525 BOLTS - NO SPECIAL INSPECTION I REQUIRED. 1416H STRENGTH BOLT USED FOR 5HEAR GAPAG I TY ONLY ------------ ----------�� - IF (W LU -� LEN6TH (SEE SCHEDULE) TYP. AT COL. I-24 7rP. AT CO m L. I-24 Bea - SEE FRZM6 P.N PL. r 5'X2"X146A6E BRACE W/ (b) 012-14 HWH TEK SCREWS TO TYP. INSIDE'TYP. INSIDE . SEE COLUMN t BEAM s izAtilU5;.988" _ RADIUS .I88" . 1' FRM6 PLAN -0" O O I L, SEE 2 I TYP. AT CO'SCHEDULE -COLUMN -.SEE FRt i 1-2:24717,TYP. AT COL. -,PLAN I-24 10" note: beams 4 raftzrs are single cee, co)vrms are double tees (0005 COLUMN TO beamK04 COLUMN TO Beam TYP., 'G'`_CTroN STIP 'G' TION NOT T05GALE NOT TO SCALE NOT TO 5CALE NOT To SCALE sv -v JOB NUMBER 94511 94312 dF 94314 94315 101-0" 8.5 X 11 9 X 18 41-6r 10 X v. 125 X 18/19/20 U DEPTH' OF GAR SPACE I'T'-O" 18'-0" -0e �� BAY WIDTH 4'-5" y, -0r 8 I olsq12' 4'_Or 5'-5" - W-04 J HALF BAY W I DTH A5G HR56 - 9 6A. 00- Llo�`OON­N�l 1 SLOPE A5G HR -56 - 29 6A. ASG HR56 - 9 &A. /0- I/8:12 3 grade L beam I 'J_ 2 u o<tlll 10 BRACE Q rI . IQ 2 _ WH1�EL STOP I 1 . i • 1 SECTION CANOPY NOT TO SCALE w2OOF DECK 2q 66AL sem-- T'=G 'b 6J4L. E2AD CLOSURE - *4 c c w'T. ATTACH TO V=A64.ofili, qZAFTEIQ5W/(1)---------- 2- 2 X 5 44' TF -K5/2 AT "00 t 51VTT. FLANGE PVRL I N K177 DECK 4 BM CLOSURE NOT TO SCALE ROOF DECK ECK � I X wLK �.�i./f�5 w SA. SIDE LINE TRIMF . CLOSURE TRIM NOT TO 5CALE 1 PLAN V.IEK rafter. (8) 012 hex head teks/3 each leg FASCIA rafter TOP FL6 GUT -AWAY FOR CLARITY (Ib) 012 HEX HEAD TEKS/3 IC004 dRAGKETed (TYPICAL) beam - SEE FRAMING PLAN FASCIA rafter - SEE FRAMIN6 PLAN (Ib) t12 HEX HEAD TEKS/5 \ 14 age t�' shaped � - CORN. BRACKET (TYPICAL) NOT TO SCALE ' I I I I G.I.P. GONG. CAISSON I I I� column - shOrtn 5ca roof frcming plan 0 0 n c 0 `o 'a n for dlamoter see Schedule FIN15H &RADE CL column " ION BAR $5 AT 12" O.G. 3" GLR. MIN. 24" MIN. INTO UND 15TURBED NATURAL 501L NOTE: ALL REBAR 6RADE 40 STEEL - TYP. 6 COL. AT GONG. CAISSON rb" `` AL.T. COL. AT SPREAD FOOT I NO NOT TO SCALE NOT TO SCALE 1" (4) 3/4" A525 BOLTS - NO SPECIAL INSPECTION I REQUIRED. 1416H STRENGTH BOLT USED FOR 5HEAR GAPAG I TY ONLY ------------ ----------�� - IF (W LU -� LEN6TH (SEE SCHEDULE) TYP. AT COL. I-24 7rP. AT CO m L. I-24 Bea - SEE FRZM6 P.N PL. r 5'X2"X146A6E BRACE W/ (b) 012-14 HWH TEK SCREWS TO TYP. INSIDE'TYP. INSIDE . SEE COLUMN t BEAM s izAtilU5;.988" _ RADIUS .I88" . 1' FRM6 PLAN -0" O O I L, SEE 2 I TYP. AT CO'SCHEDULE -COLUMN -.SEE FRt i 1-2:24717,TYP. AT COL. -,PLAN I-24 10" note: beams 4 raftzrs are single cee, co)vrms are double tees (0005 COLUMN TO beamK04 COLUMN TO Beam TYP., 'G'`_CTroN STIP 'G' TION NOT T05GALE NOT TO SCALE NOT TO 5CALE NOT To SCALE 50" 0.b8" I � "B" - DECK / 5+ _ .062 Y + ■ .080 5 - ■ .065 I - .0'10 PONER5 "S" ROOF DECK PROFILE 2.11" 7.2" i 1-1/2" IIIIIIIIIIIIIIIIIIIIIillillilillIlIllIlIlljIIIIIIIIIIIIIIIIIIIII,llillillilillillillillillilillill,lIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIi 56" COVERAGE 39 1/4" OVERALL i_u�ru DECK / 5+ _ .0715 I+ = .0674 5- = .0555 .0276 A50 HR.56-ROOF DECK PROF I L.E GENERAL STRUCTURAL 1. CODS_ LATEST EDITION OF THE UNIFORM BUILDING CODE 2. LOADS ROOF LIVE LOAD: - 20 PSF WIND LOAD BASIS: - 80 MPH, EXPOSURE 'C' 3. FOUNDA-DONS: _ ALLOWABLE SOIL BEARING VALUE IS 2000 PSF AT 12' BELOW_ FINISH GRADE OR EXISTING NATURAL GRADE, WHICHEVER IS THE LOWER ELEVATION. _ 4. CONCRETE: ALL CONCRETE HEREIN REQUIRED SHALL BE DONE IN ACCORDANCE W-TH ACI STANDARD 301-89. 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS% WHICH IS HEREBY MADE A PART OF THESE DOCUMENTS, WITH THE FOLLOWING MODIFICATIONS: PARA 21.2.: CEMENT SHALL COMPLY WITH ASTM C150, TYPE 11, AND SHALL CONTAIN NO FLYASH. PARA 3.2: F'c SHALL BE 2.000 PSI FOR ALL CONCRETE. (2.500 PSI FOR QUALITY) PARA 4.1.3.: THE USE OF EARTH CUTS FOR FORMS IS ' PERMITTED. = PARA 5.2 REINFORCING SHALL BE NEW BILLET STEEL `. COMPLYING WITH ASTM A615, GRADE 40. 5. STEEL ROOF DECKING: STEEL ROOF DECK SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE FY - 80 KSI. CONNECTION TO FRAMING MEMBERS. SHALL BE (6) j12 TEKS X 3/4'. NOTES 6. LIGHT GAUGE STRUCTURAL STEEL FRAMING: ALL STRUCTURAL STEEL FRAMING MATERIAL AND ITS ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE 'SPECIFICAIONS 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 GAUGE STEEL CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 7. CONTRACTOR: THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS AND NO STUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD, UNLESS PRIOR TO MAKIING CHANGES, WRITTEN APPROVAL IS 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 CONTRACTOR OR SUB -CONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SNORING, 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. NOV 91995 JOB NUMBER 94511 94312 94313 94314 94315 MODEL NO. 55P 8.5 X 11 9 X 18 9 X I9 10 X v. 125 X 18/19/20 U DEPTH' OF GAR SPACE I'T'-O" 18'-0" -0e �� BAY WIDTH 8 I olsq12' " J HALF BAY W I DTH A5G HR56 - 9 6A. A5G b - 29 6A. A5G HR -56 - 29 6A. ASG HR56 - 9 &A. A5C b - 29 6A. 3 - ROOF DECK OR PONDERS "B" - 9 6A. OR OWERS "B" - 29 6A. OR POWERS "B" - 29 6A. OR POWERS "B' - 9 6A. ORP R5 "B" - 29 6A. 10X21/2X16 CP IO X21/2X14&A. 10 X 2 1/2 X 14 6A. IO X21/2X146A. X31/2X126A. ROOF RAFTER5 OR 6 X 21/2 X Ib &A. STIF 8 X 2 1/2 X 14 6A. 5TIFF. OR 8 X 2 1/2 X 14 6A. 5TIFF. OR 8 X 2 1/2 X 146A. 5T1F (FY = 60 K51) C1 10 X 2 I/2 X 12 6A. STIFF (FY = 50 K51) (FY = 60 K51) (FY = 50 K51) (FY = 50 K51) (2) 10 X 2 1/2 X Ib 6A. 0 X 2 1/2 X 16 6A. (2) 10 X 2 1/2 X Ib 6A. (2) 10 X 2 1/2 K 14 6A. (2) 10 X 3 1/2 X 12 &A. ROOF BEAM OR (2) 8 X 21/2 X 16 6 TIFF. X016X 2 1/2 X 14 6A. 5TIFF. OR (2) 8 X 2 1/2 X Ib 6A. 5TIFF. OR (2) 8 X 2 1/2 X '4 6A. IFF. (FY a 60. K51) ( 10 X 2 1/2 X 12 6A. STIFF. = 60 K51) (FY = 50 K51) (FY ■ 50 K51) (FY s 60 K51) (2) 10 X 2 1/2 14 &A. 2 I/2 X 14 6A. (2) 10 X 2 I/2 X 14 6A. (2) 10 X 3 i/2 14 6A. (2) `10 I/2 X 12 6A. COLUMNS -STEEL OR (2) B X 2 I/ X Ib 6A. 5TIFF. OR (2) 8 X 2 X 14 &A. 5TIFF. OR (2) 8 X 2 1/2 X 14 6A. 5TIFF. OR (2) 10 X 2 I/ 4 6A. 5TIFF. X51) (2) 10 X 2 1 X 12 6A. 5TIFF. (FY = 50 51) (FY 50 K51) (ce' _ K51) (FY _ 60 K51) (F'P O FOUNDATION DIAMETER 1'-8" I'-8" I'-8" I'-8" I'-8" FOUNDATION DEPTH 5'-9" 3'-9" 3'-9" 4'-O" 5'-4" J TI SPREAD FOONG WIDTH 3'-0" 3'-O" 3'-O" 3'-O" 3'-O" SPREAD FOOTING LEN6 50" 0.b8" I � "B" - DECK / 5+ _ .062 Y + ■ .080 5 - ■ .065 I - .0'10 PONER5 "S" ROOF DECK PROFILE 2.11" 7.2" i 1-1/2" IIIIIIIIIIIIIIIIIIIIIillillilillIlIllIlIlljIIIIIIIIIIIIIIIIIIIII,llillillilillillillillillilillill,lIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIi 56" COVERAGE 39 1/4" OVERALL i_u�ru DECK / 5+ _ .0715 I+ = .0674 5- = .0555 .0276 A50 HR.56-ROOF DECK PROF I L.E GENERAL STRUCTURAL 1. CODS_ LATEST EDITION OF THE UNIFORM BUILDING CODE 2. LOADS ROOF LIVE LOAD: - 20 PSF WIND LOAD BASIS: - 80 MPH, EXPOSURE 'C' 3. FOUNDA-DONS: _ ALLOWABLE SOIL BEARING VALUE IS 2000 PSF AT 12' BELOW_ FINISH GRADE OR EXISTING NATURAL GRADE, WHICHEVER IS THE LOWER ELEVATION. _ 4. CONCRETE: ALL CONCRETE HEREIN REQUIRED SHALL BE DONE IN ACCORDANCE W-TH ACI STANDARD 301-89. 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS% WHICH IS HEREBY MADE A PART OF THESE DOCUMENTS, WITH THE FOLLOWING MODIFICATIONS: PARA 21.2.: CEMENT SHALL COMPLY WITH ASTM C150, TYPE 11, AND SHALL CONTAIN NO FLYASH. PARA 3.2: F'c SHALL BE 2.000 PSI FOR ALL CONCRETE. (2.500 PSI FOR QUALITY) PARA 4.1.3.: THE USE OF EARTH CUTS FOR FORMS IS ' PERMITTED. = PARA 5.2 REINFORCING SHALL BE NEW BILLET STEEL `. COMPLYING WITH ASTM A615, GRADE 40. 5. STEEL ROOF DECKING: STEEL ROOF DECK SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE FY - 80 KSI. CONNECTION TO FRAMING MEMBERS. SHALL BE (6) j12 TEKS X 3/4'. NOTES 6. LIGHT GAUGE STRUCTURAL STEEL FRAMING: ALL STRUCTURAL STEEL FRAMING MATERIAL AND ITS ERECTION SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AMERICAN IRON AND STEEL INSTITUTE 'SPECIFICAIONS 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 GAUGE STEEL CERTIFICATES SHALL BE ISSUED BY AN ACCEPTED TESTING AGENCY. DO NOT DRILL OR NOTCH MEMBERS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. 7. CONTRACTOR: THE CONTRACTOR MUST SUBMIT IN WRITING ANY REQUESTS FOR MODIFICATIONS TO THE PLANS AND SPECIFICATIONS AND NO STUCTURAL CHANGES FROM THE APPROVED PLANS SHALL BE MADE IN THE FIELD, UNLESS PRIOR TO MAKIING CHANGES, WRITTEN APPROVAL IS 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 CONTRACTOR OR SUB -CONTRACTORS INVOLVED AND IT SHALL BE THEIR RESPONSIBILITY TO REPLACE OR REPAIR THE CONDITION AS DIRECTED BY THE ENGINEER. CONTRACTOR SHALL PROVIDE ALL TEMPORARY BRACING, SNORING, 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. NOV 91995 11:57 7GO837003G 15: 43 7598370036 PAGE 02 PA& 02 y c }�Qaxy A 2001 city Of Let Quinta .� 95 WeTampico�' : '. ilitar CA 92253 ` 3,: Autharifttion to use Budding Pins Dear Mr. Gormley: owner of the proparty located at 78-140 and 78- i 5o Calle -m'plco hereby authoriaea the City of lia Quinta wilding and safety 1�tment to release to Mr. Matthew V. Johnson any and all plans to the 1 J.c�11 our agelt, Mr_ Scott R. Wilson. at (760) 837-1880 if'you have any ticana, or need any additionW information. ;T `,er' La Quinta Medical/ Commercial Plaza LTD., a Cahfoarn is L=Ited Partnership 1334 Parkview Ave-, Suite 240 Manhattan Beach, CA 90266 LaeRoc Partne r$, Inc. a California Corporotion, Its General Partner Peter rgan � e: ecvtive ice President FE P` `T 7. T2, bZ Ndr MO-d 0ET-1 FIeL-d G�QNIWd 3MOU-1 66VT9GLGTE