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07-2882 (PAT).4A P.O. BOX 1504 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 c&t!t44Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 07-00002882 Owner: Property Address: 45185 DESERT HILLS CT WEISMAN ANDREW M APN: 604-280-015-2 -23935 - 45185 DESERT HILLS CT Application description: PATIO COVER - RESIDENTIAL LA QUINTA, CA 92253 Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 3285 Contractor: Applicant: Architect or Engineer: ALCLARE CO INC '\ 576 SO. WILLIAMS ROAD u PALM SPRINGS, CA 92264 Uvv- u_ (760)327-2227 Lic. No.: 815602 / LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: D03 052 License No.: 815602 Date: f�Contractor. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perj ry that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to - construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1 _ 1 I, 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, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the 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 of proving that he or she did not build or improve for the purpose of sale.). (_ 1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). I—) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT 1 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/01/07 boyo O WORKER'S COMPENSATIO N 1 hereby affirm under penalty of perjury one of the following declaration F QG I have and will maintain a certificate of consent to self -insure ompe a as provided for by Section 3700 of the Labor Code, for the performance o vJ1i%k hic is permit is issued. _ I have and will maintain workers' compensation insurance, as required b ection 00 of the Labor Code, for the performance of the work for which this permit is issued. w rkers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1674052-2006 I certify that, in the performance of the 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, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor de, I shall forthwith comply with those provisions. Date���pplicant: WARNING: FAILURE TO SECUR ORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 15100,0001. IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. 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 countytoenter upon the above-mentioned pr rty for inspection purposes. Date/ u Signature (Applicant or Agent): ��- Application Number . . . . . 07-00002882 Permit . . . PATIO COVER PERMIT Additional desc . 'Permit Fee 63.00 Plan Check Fee 40.95 Issue Date . . . . Valuation . . . . 3285 Expiration Date 4/29/08 Qty Unit Charge Per Extension BASE FEE 45.00 2.00 9.0000 THOU BLDG 2,001-25,000 18.00 -----------------------'----------------------------------------------------- Special Notes and Comments INSTALL (1) ALUMAWOOD SOLID PATIO COVER PER ICBO ER -2621P 13.X 19 TOTAL OF 247 SQ FT ---------------------------------------------------------------------------- Other Fees . . . . . . . . . STRONG MOTION (SMI) - RES .50 Fee summary Charged. ------------------------------------- Paid Credited ---------- Due Permit Fee Total 63.00 .00 -=-------- .00 63.00 Plan Check Total .40.95 .00 .00 40.95 Other Fee Total. .50 .00 .00 .50 Grand Total 104.45 .00 .00 104.45 LQPERIISIT Bi" # City of La Quinta Building U Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 1 Z Project Address: ' 'f J g 3� C- T �7L c, Owner's Name: A. P. Number: Address: Legal Description: City, ST, Zip: A- QU Contractor: LC_ L gip, �,G Telephone: ' Address: ?(o Cts �L L Project Description: City, ST, Zip:is —4 [i-, z 2 4. Telephone:. O Z — 72 Z.. &via State Lie. # :a (? o L City Lie. #: Arch., Engr., Designer: Address: City, ST, Zip: Telephone: a . Construction Type: Occupancy- State Lie. #:Project type (circle one): � Add'n Alter Repair Demo Name of Contact Person: Sq.MFt.: 2 I#Stories-. # Units: Telephone # of Contact Person: Estimated Value of Project: 13; d o APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING. PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Calcs. Plans picked up Construction Flood plain.plan Plans resubmitted Mechanical Grading plan' 2"" Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person, Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- Review; ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees -(�� s Myra ' LA Qin , a `AJL& t .. )4 'Z- ALCLARE CO. INC. 576 S. Williams Rd. Palm Springs, CA - 92264 760.327.2227 Lic # 815602 LQ Lie, 4- Sa S7 ,e v r c- for 0 r r , I hereby cert PI ` P A U A M collo', ar top w� Ixehl Poe1 me Y P`olsrERFa �+ .� a under mu dlr84-t sWervtslon cnd RF. TUCKER • that I am 0 duly R.,g Eterw Ftoto:- No. 142h _ slonal EngN16er under the Icws PROFESSN1NAljCBO ES EVALUATION REPORT NO ER -2621 P ENGINEER - of Stole of Minnesota. NO - R. F. TUCKER En 3/93 3 - -� 7CINEER < ; PAGES DRAWING TABLE OF CONTENTS ` . No. HPL FNgrp 2 PAGES 97GN01 GENERAL NOTES 7O1` QF All ,�SS��-= "' •``F9 Q,,FBsdaurf 97GN02 a ME }/� y Dim' RAYMOND F. on ��' W ? T 21152 ! 2 PAGES 97SC01 STRUCTURAL CONFIGURATIONS TUCKER � � = y�., •;2 R. F. I 97SCO2 r ' TUCKER 9FOA P� ���2d':c1Yi�,.•�oa�� Es!ned. 1 PAGE 1.0 ROOF PANEL SPANS AND OVERH aATIO A IAL ST 2 PAGES 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES )1 )2 )3 )4 )C X5 )7 )8 )9 M h 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES F. TUCk �,�`arJFE$S'/(/�•''•.,, 1E OF NEW"',. cO r k0,'P •-..y9� 1p T U ' F9s is • Q�d - %F ; :.� C f Fes'. - ENGINr `% W • R. F. ;'Q•' c�• i ER z ' e c,: TUCKER •; Z E No, p' 6385 i 40222 Q� `s E•5110ENSE�.• �Q t • nr c,5\`��\'j �r fOF NEBPPS�P`.• F.�/pNAI ENG\ai� IP rte'►* ` �P F OF Mr ? �C �`H\ i}4•/I RAV W O N' V: R. f TUCYER -_ TUCKER NIIMgER Ao 13084 PE wi c,1 Rf�rSTEREO ss/ONAL �N6 RF. TUCKER\ E-61529 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE,$%" F CONT PARTS AN CTION DETAILS*.... 4 �`�(j1 IJ t. ".O `_ '�,vFOlSttetn.^ • / wum ...... _ k .....CAR r °cotEss,owL . h ESL' y 54;0 5 u q� t 4 6352; ' OREGON CA — R F TUCK -f, No.12t0 'A ! - R. E Ui KER �' vo• 2132 `+, � � � :� Pin°••�..°..°;_ t NGINEEi L •''Ci.. '( // 1' Yr SZ F. 1. S Y 1 s✓ �� =w� 1833 i vT !°kl %L•. OF �• dr0ryD, F.t Jp c•y� �E'INFF ti��0 1833 o.ir �y�•• •f OF \ •.f�4/, a No. 6o88018, STATIE Cp iA140' UCIAL LATTICE STI 1 R \� .3 3 1 0U /.%. R. F. TUCKER 12733-,).) 273 - = 4eq. No. 27t;75 L W .� �Ef.Ic7EREt IN \' Sfal r PROFESSIONAL PE 4074 y�i�: INF, RF. TUCKER\ E-61529 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE,$%" F CONT PARTS AN CTION DETAILS*.... 4 �`�(j1 IJ t. ".O `_ '�,vFOlSttetn.^ • / wum ...... _ k .....CAR r °cotEss,owL . h ESL' y 54;0 5 u q� t 4 6352; ' OREGON CA — R F TUCK -f, No.12t0 'A ! - R. E Ui KER �' vo• 2132 `+, � � � :� Pin°••�..°..°;_ t NGINEEi L •''Ci.. '( // 1' Yr SZ F. 1. S Y 1 s✓ �� =w� 1833 i vT !°kl %L•. OF �• dr0ryD, F.t Jp c•y� �E'INFF ti��0 1833 o.ir �y�•• •f OF \ •.f�4/, a No. 6o88018, STATIE Cp iA140' UCIAL LATTICE STI 1 R \� .3 3 1 0U /.%. R. F. TUCKER 12733-,).) 273 - = 4eq. No. 27t;75 L W .� �Ef.Ic7EREt IN \' mo. IIt NO, \. K\ IUN 12 2001 R. F. TUCKER ; No.0320B5 r } rs7 !�c' , `ONAL E -f . ,,.1..111 •,,,..,,���, NO. 14275 PROFESSIONAL F TUC Qlo\ets104.1 Fq9� ICA of o 21152 �. R. F. - TUCKER '8i nee.. •' gA/10NA. US?" ARit t • REGISTE* R ID . PROFESSIO AL 04GINEE + • r 4ee 9 N0.452 Pe 1 NO. 260 &icP�y-51 0 J'9l CIVIC f OF Al \E i rt E 20918 • � •• 4 • yQ �- TUC,` *i ft No. 2053 114.11458 ..AWP. s,ONAL``"` E� " "•�llllllllllllVl� �aauluuuq„ .al..a.a...: �� • , ...r••q! ,.••'pF NEIy '• TUCK S�ppAl fNC/N ur `.�``�lE OF M� ���''ON TA 0°11N CkRpi� cd• R. F. :2= ••t• F Q� 9 9 <► s P:: TUCKER �� :•�a •F•.T UC'' 9s� :, Mrt o �� ti p►ID F, T of y�; • G s} 1'OEESS/p� •: 'R. F T p� RAYMONDi} raQ SEAL 91_: No.W ! RAYMOND F. m ' T UCKER i� T E•5170 a': s 4 22 -y_' c; TUCKER .; o 9 NUMBER p t308KER Q ' i 15116 f ,,�ql•..••,.. S�,d, :�/�fN5i0 �' F �O'•...CIVIL, '%:�' d314 C c^ CrSTEREO �� lN� ,,•• �P� ''d dna s4� �'o bb D:4•deZ ?.. L` NV 9 • :; iOwAIEl1••.•' 90fESS�O 40. 8628 04 37682 ''iip4'UFE�q 10NP�`` NAL E ��`'�,,<<IIITUCK��,,,•'`••,, 1. DESIGN IN ACCORDANCE�`OTiH �7HE UNIFORM G CODE 1997 4 ts�jp� OR DES IIn la;il ONENTS EDITION. j = {�P ••�"" "'• F ,FSS TWIN 15 FT Design Uplift Wind Pressure (psf) 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUMl�r�`�" ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING COD`s•::' 1� u, Simple Span Areas Eaves and Overhangs Seed Unenclosed Enclosed Unenclosed Enclosed 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSIONED h Exposure PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED so •u P STRUCTURES. : •• . ..ar................ :.:....... .'y0 B 10.16 10.16 10.16 21.87l45.6 .........: 4. DESIGN LOADINGS: ��e°� .• tttOFESSrpn�'.,� .��!'.+t+�f .;L��F� �0 B 16J6 16,76 16,76 36,11 37.40 A. APPENDIX CHAPTER 31 DMSION III. PATIO -COVERS: �� ,r` ;' •'SEG. Np °•° •t`y� �9`^ � ig�'`S. p;i•�_ g - ' 70 C 2& 6 28.6 28, 6 61.73 Q y4 � �. � 90 C 28,66 28.66 28,66 61.73 UVELOAD: 10 POUNDS PER SQUARE FOOT. = 6362 R 20 POUNDS PER SQUARE FOOT % R. F. TUCKER 25 POUNDS PER SQUARE FOOT e @ _I LESS THM IS FT Design Uplift Wind Pressure (psf) 30 POUNDS PER SQUARE FOOT 40 POUNDS PER SQUARE FOOT °°°..LFHOPKO."°• O� Simple Span Areas Eaves and Overhangs 80 POUNDS PER SQUARE FOOT ........... R. F. TUCKER S Unenclosed Enclosed Unenclosed Enclosed 032085.Exposure WIND LOAD: FOR 0.4112 > SLOPE < 212 U B 10.65 10.65 10.65 22.93 B 17,58 17,58 17.58 37.86 . Design Lateral/Uplift Vind PressureR �1�, ss� tit^r; 0 C 18.05 18,05 18.05 38.88 Speed Simple Span Areas Eaves and Overhangs: a ,iR t: r?!�;1 ,r• 90 C 29,80 29,80 29.80 64,18 aexEe n mph Height Zone Unenclosed Enclosed Unenclosed Enciosed9 70 Less than 10' 7.5 7.5 7,5 7.5 3 =< 90 Less than 10' 11.3 IL3 U3 11.3 A,oh,, l_� #),.FOR DESIGN OF PRIMARY FRAME SYSTEMS 70 Less than 12' 10 10 10 10pi asy, Design Wind Pressure (psf) ,F T. Ex 0sure B 90 Less than 12' 15 15 15 15 :r, 1;,:. r• eExposure Cl '4 p i h-rebv certify ?r.01 Inns 1: ;:;1, - 70 mph 90 mph 70 mph 90 mph or ,y-Ipoc_trxs}iri ,,� I Lateral 10,2 16.8 17.4 28.7 or unbar •ly �i�.••n-t s�.L:.;ti•;Ic.-• O 9 1 Ji ,l B. COMMERCIAL STRUCTURES that 1 �::` �1 r•u7y rl:t'^F FGA Uplift 10,0 15.0 10.0 16,05 sionc: ' ,g logr under the I,. LIVELOAD: 20 POUNDS PER SQUARE FOOT. tittle W&D Of N4lnneso o /Grt. -• 25 POUNDS PER SQUARE FOOT �, TUC 30 POUNDS PER SQUARE FOOT R. F TUCKER KFp 40 POUNDS PER SQUARE FOOT Orae - 60 D PER SQUARE F "t'11r� No. 2: "' CERTIFICATE f,'ARS,,, F [�U/S_F; T1JL,r r ,uu ./,•, 1Q� TE REVISION DATE REVISION AFD OFF'•, f TUCKL l� rep �Eo PRO ,p `' 1 F T\ Mo. 15896 * ;''`�` ••• •••ss ;' Q" pENB c`I� zw A■ ,.`i. �' .. STATE OF 4�GINFF�P b� �O = R. F. TUC'ER = ' ENGINEER 0 1 �P4i151c�� iF TUCAj,n, ,r PROFESSIONAL FIE 4074074 I NEiG'�'z' . \(. IIjauli,l. ;L OF R. F TUCKER E-61529 1 8440 �\ 0REG0N s• ) I O .A%'G) FLORIDA Q : W ; D : Reg Na Z 575 c w z _ 13557 1 1833 0 % r 12733 •:olsrf.Acl g Lp 6385 3 a • e Engineering Serviceel - nYOfE55fJNAl ENGINEEG �� �\ ` ni GA ' 9l ? _$ v ,:: 9 QQ ' 7O : STATE 1 140 MI Pro Drfire ED EN 9 �•• F Fy,er rv' wsA %v/7 rN = fl ' �s/ � P 'm►C+>G EWwrt. IN 46514 GrLORG/R < • D ii ��I�'�i 4h ;Oyuor`r.r•' 0 ► �FJS' r` KG ICBG ES EVALUATION REPORT NO. ER -2621P N0. 8143 FAC P� l� a R.F. TUCKER • ° 82". I rll NONE PWGENERAL NOTES PROFESSIONAL R'Til F• ` ENGINE S STAMP 2/8/2000 w 97GN01 QEt 2 9538 CINE NO. V F TU G`(� /B�T�11R Of �4r q Q 0 337936 O '4``Er i'0:,,`.� FJr/UNAL Cr �'°rrSslu'P� �wtiOM1NG �� No. 16273 ' z1 n. �1/•i1111 i _. _..tea• ::_ R. t TUCKER 2NGINEF: 12109LI * 5 No. 7984 R. F. TUCKER " No. 16273 Lip. 6-30- 01 IaM3 JUN 12 2001 KAi F'y A�G9i� I R- TE OVER PN F CIA SCHEDULES. M O y 7D LENGTH VARIES pRaECTION O�IJ� PROJECTION ENGTH VARIES. SEE PROJECTION _ ZX PANEL �2 orqq No 162135 * MIN• LENGTH 75% O gipp JOINT COL.SP • MIN. SLOPE 0.4•/fT, ND FASCIA BAR ® 18' PANE PA SPAN EiD SCHEDULE FOR FAS TENELENGT t� MAX., OVER PANEL N0. 1 73 v PANEL• SPAN { CIV LONG SEE NO• OF X10 SM OVERHAN m:' - END E.p. 6 _9 '01 INSTALL COVER PANEL FASCIA 25% COL. FASCIA HEADER �c t� gSCIA HEADER . INTERMEOBEAM COVER P EL MAXIMUM = k GLZSPAN ATTACHED STRUCTURE = INSTALL COLUMN w = E NOTE #7, SHEET 97GNO2. INSTALL COLUMN OVERHANG 25% COLUMN t VERTICAL PROVIDE 1 - 1/2" _ SEE SCHEDULE FOR STL.COL.TYP. SPACING Al DRAIN FOOTING SIZE "d". = TYP. CUBE SIZE PR IDE 1 1 j " ' NSTALL CO 2 - JUN 12 2007 „ OPT. 3 1/2" CONIC SLAB . �� �� �� d _ �� VERTICALLY r= '1 ROVIDE 1 1/2':DRAIN, OPT. 3 1/2" CONC. OPTIONAL 3 1/2• ROVIDE 1 1/2' I I •d' I CONCRETE SLAB SEE NOTE # 5, SHEET 97GN02. DRAIN OPT. 3 1 CONC. SEE NOTE y 5 ON r• _ SLAB •d d -Td•• -_ 'd' 1/2.0 STEEL BAR ® 6• LONG SEE SCHEDULE FOR _ __ SEE SCHEDULE FOR SHEET 97G 02. 1 -j SEE SCHEDULE FOR ♦ VARIES- SEE SCHEDULES FOOTING SIZE FOOTING SIZE. SHEET 97GN02. MULTISPAN ATTACHED STRUCTURE FOOTING SIIZE NGTH . LENGTH FOR COLUMN SIZE SEE SIZE CANTIL E � — L 5 '—"�'C�pII FASCIA SPp(V C - SPA R FOR COLUMN SPACING SEE TABLES 2.1, 2.5, 4.1 OR 4.2 VARIES• SEE SCHED CAN"T/ P LENGZH OF PROJECTION 75% FASCIA _ NOTE: PATIO WIDTH VARIES W/ SELECTION ASCI MIN. LENGTH M LEA i OF HEADER, NUMBER OF COLUMNS = END I R- TE OVER PN F CIA 0. 1 • eATq Fyc �i M g��j� 1/2'C STEEL J` 2 0HANG. 25% COL. BAR ® 18' w NTILEV1 HEADER MAX., OVER PANEL N0. 1 73 v SPACING LONG _ OVERHAN m:' E.p. 6 _9 '01 INSTALL 25% COL. �c COLUMN VERT SPACING = _ E NOTE #7, SHEET 97GNO2. PROVIDE 1 - 1/2" _ SEE SCHEDULE FOR Al DRAIN FOOTING SIZE "d". = TYP. CUBE SIZE PR IDE 1 1 j " ' - JUN 12 2007 „ OPT. 3 1/2" CONIC SLAB . �� �� �� d _ �� RAIN OPT. 3 1/2" CONC. SEE NOTE # 5 ON "d SLAB—SEE SHEET 97GN02. SEE SCHEDULE FOR NOTE # 5 ON MULTISPAN ATTACHED CANTILEVERED STRUCTURE VAR IES ♦ FOOTING SIZE '"dd" "d" SHEET 97GN02. NGTH . WX• 11l1N FOR COLUMN SIZE SEE P NTI R � 'COLUMN SCHEDULE" . '—"�'C�pII REVISION _ NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIA AND LOADING CONDITIONS. SEE HEADER PANEL c0 UMNS = N0. l Engineering Services SCHEDULES FOR MAX. COLUMN SPACING. VERTICALLY ..e��� 1 1140 All Pro DO s Elkhart, IN 48514 DRRAOINDE 1 1/2 V•I, ; r ,r KG ICBG ES EVALUATION REPORT N0. ER -2621P SLAB. _ j SEE SCHEDULE NONE OR PARI STRUCTURAL CONFIGURATIONS PLACE 1— %2'0X6'STL. 1 FOR FOOTING SIZE. �:-iTHR —" — NAME SINGLE SPAN FREESTANDING STRUCTURE BAR AS SHO E EERS STAMP 2/8/2000 N 97SC01 M 1 OF 2 GENERAL NOTES: (CONTINUED FROM SHEET NO. 1). NOTE: EXPOSURE 'B' HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR SURFACE IRREGULARITIES COVERING AT LEAST 20 PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM THE SITE. EXPOSURE 'C' HAS TERRAIN WHICH IS FLAT AND GENERALLY OPEN, EXTENDING ONE—HALF MILE OR MORE FROM THE SITE, IN ANY FULL QUADRANT. 5. CONCRETE MIX: Fc=250U PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE COLUMN LOAD IS 750# OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND.NO CRACKS WITHIN 2'-6' OF COLUMNS. COLUMNS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL- 7. FFICIAL7. ALUMINUM BOLTS TO BE 2024-T4. 8. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED 'AN' BOLTS. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE DESIGNED IN ACCORDANCE WITH APPENDIX CHAPTER 31 DIVISION III OF THE UNIFORM BUILDING CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL, OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FACING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH U.B.C. SECTION 2004.3. 20. ALL SCREWS CONFORM TO ANSI B18-6-4 AND SAE J933. //GENERAL NOTES FOR LATTICE STRUCTURES: `'•. ((PERTA►NS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 1 AND 97LT01 THRU 97LT06.) ',1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR LIVELOAD AND WIND LOADS. i 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. N�. J RREVISION DATE REVISION y : Engineering Services NO. 2 E. .} � . 1140 All Pro Drlve �rr31 c Elkhart. IN 48514 % C KG ICSO ES EVALUATION REPORT NO. ER -2621P DRoMING F C o� NONE OR ?AM GENERAL NOTES =N NE RS STAMP i m iinnn., 97GN02 SI'Ift2 OF 2 JUN 12 2007 3'X 6' ALUM. BOX KAM OR Jif 6'X 12 GA SrE 'C' BEAM HEADER LATTICE OVERHANG 16' FOR .,/ 1 1/2' X 1/2') � nPY.'oT OFT. 3 SEE NOTE CONC. rON SHEET 97GN02 SINGLE ATTACHED 1 LATTICE STRUCTURE RAFTER NOTE: SEE TABLES pl MAX. RAFTER SPAN 4.3, 4.5, 5.3 AND 5.4 MULTISPAN FREESTANDING Jt�`�� (CLEAR SPAN) 6' MIN. O'HANG LATTICE STRUCTURTWO OR MORE SPANS pFE$SIO,N RAFTERS1e22 4- OR Y B' ALUM. �� R Ki j�l��� 4. EE RAFTER NOTE S�- * L, Q' coo ti CI,'1 c COLUMN HT. W?t OF CLEAR SPAN JUN 12 2007 3'X a"X 21"%k � sfE s 4B�Fs �TRi �T STEEL "C`4 ��► nT FOR BEAM WRAP DETAIL,C, 4•S y �Y SEE SHEET 97LT03, DETAIL 'L2J'. ►ssl.�•C1CY' 'Sp.{,vF� OPT. 7 1/2' CONC. SLAB �� d` , 0� -41 ?4 CV4 yp• FOR FOOTING SIZE -SEE •r �CC��,,�� SEE SCHEDULE _ RAR NOTE 2" X 6 112" OR 3" X 8" ® ALUM. o CERS t 1411 w LATTICE: ' 0.018" X 1 1/2" X 1 1/2" TitO ® 3" O.C. MINIMUM OR B• �1 COLUMN 'HANG POF 2 % 2" ® 4" O.C. MIN. Z� J. kUf1 H ti�6 ��1 SEE SCHEDULE FOR �VSI ��(��E$' COLUMNS. ALL COLUMNS %�S sl �T MAY HAS MORE D THAN OPT. 3 1/2- CONC. 2 TO BE COLUMNS. SLABR X ca �O Gy PTIONAL 3 1/2' CONCRETE SLAB. I .� MULTISPAN 1-1/2'0 X 6' LONG r -) SINGLE SPAN FREESTANDING "Q I PLACE 1/2' fi' « NO. 16273 1 l 1 is E, SEE LB FO LATIICE R W a.e•.0 STI. BAR AS SHOWNSTRUCTUR W� FOOTING SIZE SEE SCHEDULE FOR y 1 FOOTING SIZE. TW--TW--TW TW--TW--TW TW DATE REVISION DATE N 18 —� TI /r Fes, APR 200 R IBM C �. ❑'HANG -moi ❑VERHANG--i NO 6 p� �t�ffiCY'!�ffi Engineering Services 1 -3�, 1140 All Pro Drive � ' ��` Elkhar , IN 46914 ' AJF ICBO ES EVALUATION REPORT NO. ER -2621P DRAWINGFREESTANDING OR STRUCTURAL STRUCTUREATTACHED STRUCTURE NONE CONFIC.-URATIONS NAM TRIBUTARY WIDTH (TW) DIAGRAM E GIN E STAMF 2/8/2000 Emit 97SCO2 `—�SiTEi2 OF 2 THIS PAGE LEFT INTENTIONALLY BLANK �llII.DaVG PitOIXIClB IlVC. 1 140 ALL PRO DRIV� ELKHART, IN 46514 ICBG ES EVALUATION REPORT ER -2621P BLANK PAGE DATE: 2/8/2000 JUN 12 2007 MAR 0 3 2000. APR j 8 2003 i O U �Nhl n • � iV iV :V Nfn fn h i b u1 M i b A N M i o H h h i ��3�g� � ��aeyba�aa4b���a�w�a 1: b N N ygx� b e p M � o 0 0 0 � h a M b � � b A � (((LQQQ! 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ALLOY) . _y 0.516' 0.060` R= 0.08' OUT1[ YP. T R= 0.10' 0.1'25- TYR R= 0.25' 0.72 TYP. 1.03 .6' 1038 2 . 6.00' , 12.00 0 QD 3 1/2" X 12" STRUCTURAL PANEL SEE DETAIL A' O RIGHT SIMPSON A34 HANGER CONN. OR E � �a Ra � 2x 1 1/2' FASCIA 14 x 1 1 2` FOR MAXIMUM 0 12' O.C. OVERHANG SEE C I 1E SCHEDULE O RIGHT PRQd. D ALTERNATE EAVE ATTACHMENT OT.) 1 8 10 12 2. R= .2 ' R= .15' 1.0' R= 0.22' .876' 516' 1 �-.70' TYP. 0° 561 0' 0.35' INSIDE 1.903' OU131DE-�{ 55' 0+30' T .216' TYP. I 450' 2.1 R= 0.20' Nk 7'6YP, 2 2.10' 49 1 T 1.714' B76' I 39' L / 1 42 T TYR 1 2 1.0 1.137'5• - 11.137" R= .125' 1.0 R= 0.25' 12.W R= 0.15' TYP 1.0' .40° IYP. TYP. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY Fy= 80 KSI STEEL 18.00" 30 GA GALV T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL- ASTM A 653 GRADE 50, SQ CLASS 1 30 GA GALV. t=0.0157' Fy=50 KSI STEEL @B 12" STRUCTURAL. PANEL (3006-H391 ALUM. -ALLOY) © 18" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) 12` E$$I` -� 1 7/8• 3/4° 3" TYP. �• 13/16' �` 3.00' 4 K��ql� 9/64 x-11/16' 6Z 57' 19/64° R. �1'�"� 400204., 0.027' L I TYP. /16' R. TYP. 5/32• 040' TYP. - 0.2 206 TYP. 7/167- '7/16 1/ /16" -� 1.50" No. 162%�� 3' 1 7/8' TYP 3.00' R=.0937 E.V. 6.30. 1 13/32 61' TYP. I SB�B_ 7/1 TYP. TYP. 2 1 /4' II 3�/�3r2 TYP. 2 25/32' F� /8" R. TYP. 8' R. TYP. EO 1 1/2" SQUARE COLUMN O -. N JUN 12 2007 Q ALTERNATE -12" STRUCTURAL PANE (3006-H391 ALUM. ALLOY) (3003-1-116 ALUM. ALLOY)"'(3003-1-116 ALUM. ALLOY) ESSlo" _\ SIMPSON A34 CONNECTOR c�4 \` I. KA ADDITIONAL TWO - 16d VE:�� OR EQUAL. 1�qQ y� �G 'y STRUCTURAL NAILS O EA. RAFTER WHEN RAFTER J� i =� � PANELS + TYP. . REQUIRED w LL s - 110 SCREWS, 3 EACH LEG No. 16273/ CONNECTION 1/2' FASCIA OF CONNECTOR - TYPICAL �� EsD.6630t0) // DETAILS DETAIL .,A.. REVISION _ 0 ILEFOR MAXIMUM F *-TER OVERHANGS FOR AWNING PROJECTIONS/��Q�6 <%' NELOADS P.S F. LIVELOADS P.S.F. LNEL.IF 20 25130140 60 10120 125130 40 60 10 0 w � `•! Engineering Services 0 7 14 r' `'� 1140 All Pro Drly� 1 0" 8' 8`• ' F 31 0 Z !�MDULE&Mrf, IN 46514 15' 12 10 17 10 8 7 7' 25 2111 13 il. 15 9 7 4' 23 Jj� �..,;� .t KG IC80 ESaEVALUATION REPORT N0. ER -2621P 121; DRAMNO X x �`�' C� t� % NONE NAME COMPONENT PARTS CONNECTION DETAILS WUT 12 9 '- RES ADDITIONAL 2 - l64 NAILS ®EACH RAFTER ENGINEER AMP 2/8/2000 M 97CD01 'ham 1 OF 9 FOR 3 2.0 —j_ W1NE1S 0.036' 2.00' - FOR 2 1/2' TYP. PANELS 0' -'�•5'� NON-STRUCfUR 2.50' SIDE FASCIA 5 .018' IN THICKNESS. 325' � 1.00' ` 2.00' 0.16' 2.00' 67' 1.66'.67' QH 6 1/2' ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) ,000 HOR 3.00 0.72 1.56� 0.72 0.93 �- CS 0.72 3 156 3.00 0.28 1 0.37 11 0.17 0.72 T (IN)= 0.030, 0.040 (ALUM) 1,50' = 0.048 (STEEL) 1� COLUMNS WAY BE TRIMMED W/FLEX- ALUM. FACING. O 2-1 1/2' SQ. X .062" O 3' ALTERNATE COLUMN EXTRUDED COLUMN' (3003-1-116 ALUM. ALLOY OR (ALUM. 6063-T6) A-653 Fy=40 KSI STEEL) vases 0 FOLLOW 2 5/18' BOLTS r OX. FOR It PANELS 1.5` AO.C. FOR 18' PANELS 2 5/18' BOLTS W/ 1' CRIT TYR ■ 3/32' THK SIL WASHER 15' 032' M 1 1/2' S0, ALUM. DECORATIVE. ALUM. SCROLLS OR SOLID FOL (2��� 1/2' HILTI KWIK r BOL 2 5/16' BOLTS CONN. CHANNEL ' 4.5';42.M" ® ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-1-116 ALUM. ALLOY) - #14 SMS ON EACH DE OF SPLICE CDOERUNE - SPLCE LINE ® ROLLFORMED SPUCE CONNECTION DETAILS (3006-H391 ALUM. ALLOY) 6.50' STRUCTURAL PANEL IUDLTS 8.5 2.5S 0 FOLLOW- c OR 3.5CING: r ME n K8-4 AN HpER K80 ES EY JW7 ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) POE SnaitRAL OR 18' SIRUC11PANELS ROLIFLRNED HEADER i1' I- 3.00' ---I J , QO ROLLFORMED HEADER 'HLPANELS NN. �R�F` /0Nq DETAILS TO STRUCTURAL ��c�0 T a -f,tam ON EACH SIDE OF SPLICE----zw- \ t= 0.036' ROLL FORMED HEADER SPLICE. TICK Ffj INSIDE OF HEADER, SPUCCEE SIDE OF 3 — X14 SMS ON EACH SIDE OF SPLICE @) ROLLFORMED HEADER SP (3006-1-1391 ALUM. f ') DATE I REVISION I DATE 0 c� z TJo. 162. -?'3r �J m� I JUN 12 2007 No. 16273 EA0.6.30.0 * PR 18 REVISION 70 Services �� 1140 ll Pr Drive1140 All Pro Drly���" P7;-;0 �'Eithaf, IN 46514 BE IC90 ES EVALUATION REPORT NO. ER -2821P WM4- MARK NONE Zpff COMPONENT PARTS & CONNECTION DETAILS STAMP 2/812OW 97CCO2 2 OF 9 1.575" 1.5`15" 5.5" 2-3/8"X 3 1/2" HILTI KWIK BOL TO SLAB OR FOOTER (ONE EACH SIDE) 8 ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) 1(2' ROD OIMIE 4..,., H 6 DINtTER umlr.Tr To mwaa�c au, 4a„si,r 1. ALL PMIS W BE NOT -OP CALWN® OR iLECTMAM ZNM AMY E USED IN LEU E ATrAC INN TO CONCRETE SAB. it FMM71ON OF MEND A4CND0.9 NO SAFETY STAKES F BEYOND TFE SCOPE 05116 POKW. FMWAMON WAIS NO QUA" COFITROL M WF MUST E RWM TO BUILDING OFFTMAL FOR APPRWAL 1 AMM MCHM WY E USED IN THE FOUMW= TYPES OF SOIL, SMO. UNAYEl. MAY. SOW DRAM. 9L1Y WAMEL. SILTY SMO. MAIIEY 900. CLAM 9WEL. SOW CLAY . SILTY MAY. NO CAWY SILT. ®AWNING ANCHOR 131 1 r -r 3' x 3' ALUMINUM STEEL ANME EACH POST SWEOFP057L 31/4' MN. ELT2.MY.S E T lmmlwwmflffiwz-:�� 0.�• MM. V5/16' 7 142" t3 28' 1.575" 1.5`15" 5.5" 2-3/8"X 3 1/2" HILTI KWIK BOL TO SLAB OR FOOTER (ONE EACH SIDE) 8 ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) 1(2' ROD OIMIE 4..,., H 6 DINtTER umlr.Tr To mwaa�c au, 4a„si,r 1. ALL PMIS W BE NOT -OP CALWN® OR iLECTMAM ZNM AMY E USED IN LEU E ATrAC INN TO CONCRETE SAB. it FMM71ON OF MEND A4CND0.9 NO SAFETY STAKES F BEYOND TFE SCOPE 05116 POKW. FMWAMON WAIS NO QUA" COFITROL M WF MUST E RWM TO BUILDING OFFTMAL FOR APPRWAL 1 AMM MCHM WY E USED IN THE FOUMW= TYPES OF SOIL, SMO. UNAYEl. MAY. SOW DRAM. 9L1Y WAMEL. SILTY SMO. MAIIEY 900. CLAM 9WEL. SOW CLAY . SILTY MAY. NO CAWY SILT. ®AWNING ANCHOR 131 1 r -r FASTENER SIZE STEEL ANME EACH STEEL POST SWEOFP057L 31/4' MN. ELT2.MY.S E T 5001 B.9 COLLIM MM. V5/16' FDR f SIZE INTO FOOTING SEE SCHEDULE r O TeGHF REQUIRED 'W" WIDTH FASTENER SIZE MINIMUM W, WIRTH 14 3 J 6' 5001 T 2 8 s 6' 7 142" 26' 2-1/f# A 3 I d 3-5'16Y BOLTS t3 2 1 2' ■ 2 1/2' ■ 1/4' 11/2 2 1/2' , ]Ate'PL 10" i --i 20"- I Y 11 ALL PARTSTG BE HOT-OIPPEO GWAHIZm W OR E ECiROPLATm nNC. WY BE USED IN UEU OF ATTACHBW No.. 16273 TD CONCRETE SLAB. / SEE NOTE: j2 DETAIL '/ii' 16- * - E10 63UOj ® SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) Fr. STEEL COLUMN BARS ASI RQY,AI® (SEE NOTE Kww) A:* D p p .Q /2'.EL 2. LO _ ON COLUMN CONCRETE FOOTDO rte: USE 1 - 1/2' O STEEL BAA FOR FOOTINGS UP TO 38' CUBE USE 2 - 115 • BARS FOR FOCTINTS UP TO 46' CUBE AND 3 - 1/2• I BMF FOR FOOT94GS UP 70 52' CUBE. SCHEDULE "F" - COLUMN TO FOOTING CONNECTIONS FOR 18" TO 42' FOOTING SIZES m?U� FOOTING SIZE *HILTI FASTENER CONNECTION TO FOR 'd' (INCHES) (OR EQUAL) SIZE COLUMN TUBE ANCHOR B0L75 •d' = 16' 2-1/4'0 z 2" d 1-5/16'0 BOLT :2q- 20' 2-3/n.21 d # 5001 22' 2-5/15'0 BDLTS 85 24' 2-3/8-0 BOLTS 79 26' 2-1/f# A 3 I d 3-5'16Y BOLTS t3 28' 13300 30' 19701 32' 2-5 B'0 s 4'd 2060 - NIA N A 36' MIA 38' x N/A 40' N/A 42' 3-3/8-0 WLTS N/A 003 �pEESSiU q Q G . KAT<�� 2N !r� No.162i"s *1 \ ESP 6 30 sfq Ci CPQ JUN 12 2007 ©ALTERNATE FREESTANDING STRUCTURE COLUMN •'d' SIZE IN ANCHOR BOLT OR HO.TI FASTENER SIZES INDICATES DEPTH TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE 2 1 /Yd INDICATES 2 1/2" EMBEDMENT OF ANCHOR 'OR EQUAL" TO HILTI F�CSIFIIERS, ALTERNATE MUST BE ICBG ES. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO 'REWD TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILT) INDICATES HILTI KB -II ANCHOR BOLTS PER ICBG E.S. EV {4627. O ® ATTACHED STRUCTURE COLUMN TO FOOTING FOOTING SCHEDULE CONNECTION DETAIL 'd" = 18" TO 32" ,. T DATE REVISION I DATE REVISION HILTT FASTENER R . ODUHIrI ANGLES 3 1/2' WNC. SUB �..Q: .. A. •a��: � UNDER oFr d. s.• .4.. FWItNG 11 .ICm1Y.1 ® COWMN CONNECTION DETAIL FOR SLAB & FOOTING ATTACHMENT 3.31-ov ENGINEERS STAMP Engineering Services #!wm�mf%r 1140 All Pro Drive Elkhart, IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2621P %Z-- DRAWING NONE OR PART COMPONENT PARTS & CONNECTION DETAILS NAME 0E. E17 2/8/2000Eff 97CD06 6 OF 9 062" SEE NL 'AH' R-.375" FOR EXTRUDED aTr. 1.187'HANGER W/ A -RAL 6.0'5to' ® A -RAIL (6063 -Te ALUM. AL LOY) 8-1/2' • 437' TS 2.10` 1.710" 1.125.375' S G57" 1.125" 36" ' �-- — 1.380" ® 6" W ALUM, HEADER SPLICE STABILIZER CUP FOR EXTRUDED (6061-T6 ALUM. ALLOY HEADER ) (6083-T6 ALUM. ALLOY) /'_ SKYLIGHT PANEL 0 A -RAIL -SEE DETAIL 'AF' 114 SMS EE TABLE 8.3 "o 'MM_ FOR SPACING pt � W to •1.50"fall pe 1. - 7 2.25' t-.062' OR TYP. .. 2510' my I_1_t_ 4J' 0.30 f{ 1.50' ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) SCHEDULE OF ALLOWABLE SPANS FOR ADJACENT TO SKYLIGHT PANELS. 6 " & 12" PANELS LIVELOAD *6" PANEL SPANS x'12" PANEL SPANS (PSE) t— 0.018 t— — 0.032 0.036 — 0.018 t— 0.024 t— 0.032 — 0.036 10 11'-9' 17'-2' 17'-9` 1 V-0' 13'-3" 14'-7' 15'-1' 20 8'-8" 114'-5" 12'-6' 13'-5' 7'-11' 10'-4" 11'-8" 12'-1' 25 7'-2' 1 t'-3' 12'-1' 7'-2" 9'-3" 10'-7' 11'-2' 3Q 6'-1' 10'-4' 11'-1` 6'-7' 8'-6" 9'-9' 10'-3' m USE A MINIMUM OF (1) SKYLIGHT PANEL PER (4) - 6' ROOF PANELS AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS pEESSIp��q� FOR SKYLIGHT TO PANEL C❑NNECTI❑NS, USE THE SAME NUMBER OF SCREWS AS PANEL TO HEADER. SEE TABLE 'A' DETAIL LL )_ No. /.a i PLASTIC USED IN SKYLIGHT FABRICATION —f5 G.E. LEXAN POLYGRBINATE PER t = .062' RES. REPORT 03286 t. FOR 6' PANEL. 1.1D' FOR 12' PANEL. 0.85' IYPK'.AL 12' V -PAN 1.07' FOR V PANEL ®7YPIGL 12' V -PAN 0.80' FOR 12' PAM TYPICAL SKYLIGHT PANEL I CONNECTION WTH 12" V -PANS .375" 0 5 ° .375' .42' • IT R=4.50' T 8 - X14 SY I I 30° --{ F---- ,30' H4PoF�A COLUMN BE LOCATED WITHIN 4 ESSfONq� 5.50' Ej ITH TIGHfH FRS �OQ� KATq�F���\ J! M- SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR ADER Q G PANELS AMIACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYLIGHT PANEL s 10" s .5 10" 5' la- o. 16273{ /I ! AJ SMGHT PANEL 5.406" 4< ® ALASKAN EXTRUDED HEADER SPLICE F �a`� DATE REVISION DATE REVISION (6061-T6 A1_UM. ALLOY) 1.686' -4.00" ` ( ee�mff���� Engineering Services 1 ,11 1140 All Pro Drive ® EXTRUDED CHANNEL CONNECTOR NO 260 0 1 �JM M Elkhart, IN 46514 500" (6063—T6 ALUM. ALLOY) -31 `rl KG IC80 ES EVALUATION REPORT NO. ER -2621P I LSP UKAWIM �9l A1��L`� NONE OR PART do COMPONENT PTS CONNECTION DETAILS TYPE T3RMr ?---1.562" ENGI P 2/8/2000 ffmw97CDO5 5 OF ,9 JUN 12 2007 0.00' EXTRUDED HEADER SPLICE WITH TIGHT FIT INSIDE HEADER t'— SPLICE DETAIL ® 5 1/2' EXTRUDED HEADER SPLICE (6061—T6 ALUM. ALLOY) /10 it 1.5' SMS SEE TABLE 5 FOR SPACING ® 3 1/2" *G' RAIL (6063-T6 ALUM. ALLOY) ,ALTERNATE 2- 2"X 6 1/2" HEADERS IN PLACE OF 3'X 8' HEADER WITH POST do SIDEPLATES 3'X 3" POST ® ALTERNATE 2-2" X 6 1/2" HEADERS 3 %14 SMS EACH SIDE 'r 3' X 8' BOX BEAM HEADER L UMINUM 'H' 3'X-0 �� 6' BRACKET 3'X 3' ALUMINUM COLUMN 3' 3 /14 SMS EACH SIDE ® ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) 3 #14 SMS EACH SIDE �3 OR 2 5/16" E)OLTS i?,\ Na• j6o. o� / COLUMN SIDEPLATES ALUM. FOOTING X BRAC KEr a 3 1/2' 9 USE ONLY ON SLA SEE NOTE ;. OR d=26' FOOTER AT RIGHT , ; •• , OR SMALLER SLAB OR FOOTING ® ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) ,�.MAR0 K3-3)1011 STAMP 3 -31 -01 - STAMP 2'X 6 1/2X 12' FiANGD2 ALUM. RAFTUER A 16' OR 24' RMLFORMED O.C. HEADER 2if 6 1/2' ALUM. FASCIA ® ALTERNATE—DECORATIVE FASCIA TRIM .E lNo.16273 *� L.o.63U.Oq /, ® 3 1/2' 'J- HANGER (6063—T6 ALUM. ALLOY) JUN 12 2007 NON—STRUCTURAL n 2.109' OOMPONEM L 5.721' ® 5 1/2' EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) REVISION I DATE REVISION Engineering Services Oil 1140 All Pro CAW Elkhart, IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2521P NONE ORPARTCOMPONENT PARTS &c CONNECTION DETAILS NAME ur. SHEET 2/8/2000 R&M 97CDO9 9 OF 9 ` 3 � ' I I GO L1 HEADER (3006—H391 ALUM. ALLOY) 2 -1/8" 1 1/Y OR z' SEE TABLE 8.5 COLUMN LEDGER- DFTH J 0t8' 1 im OR T GAGE ALL 10 PSF USE 1 LAG O LATTICE t=0.024 / TRIB (3105-1-125 ALUM. ALLOY) OR 0.032' cc _e STRUCTURE 6' . SIN HANGER R PER LCALO. 2- /iSIDE 1'SCREy OR .0265' M O RAFTER do SIDEPLATES 10' 3—#8 SMS EACH BRKT. (3006-1-1391 ALUM. ALLOY) L4 COLUMN 90 MPH 5' (3006-1-1391 ALUM. ALLOY) 3' x 8' 4- 18 SMS EACH RAF11ER HANGER 1/716' � 4-j8 9i5 HANGER SEE TABLE f' ^ AT RIGHT. Iti BRACKET USED W\2' X 6 1/2' RAF1815 BRACKET USED W/3• X 8' RAFTERS L7 RAFTER TO HEADER CONNECTION BRACKETS (6063—T5 ALUM. ALLOY, 't'=.060-) O ALTERNATE RAFTER TO WALL CONN. 4 .048 MIN. ASTM A-653 Fy=40 KSI O STEEL CONNECTOR FOR WOOD COLUMN CONNECTION j8 X 2 ' SNS FOR 1 1/2' LATTICE- �8 x 2 1/2' FOR 2' CE NAATT10E UM. RAFTER L9 LATTICE TO RAFTER CONN. L= 1.92' FOR 2' X 6 1/2' RAFTIYS L= 2.y' OR 3' X T RAFTERS ;04 I X \ ITyp ' �r 2-18 SMS EACH SIDE io r. 1� 1IREE�� 2- 10 X 1 3/4' WOOD SC OR 2-j10 SMS INTO META. (6063-T5 ALUM. ALLOY, Y= 0.0401 L6 RAFTER HANGER HEADER 1/4' x 4' LAG SCREW DETAIL SEE TABLE 8.5 COLUMN LEDGER- DFTH MAX ANC4 FOR QUANTITY GAGE ALL 10 PSF USE 1 LAG PER STUD 16' 0/C TRIB ALUM. fhMEV7jJ1'25A8 .042 DUSTING RAFTER L1 STRUCTURE 6' . SIN HANGER R PER LCALO. 2- /iSIDE 1'SCREy PATI❑ O ALTERNATE RAFTER TO WALL CONN. 4 .048 MIN. ASTM A-653 Fy=40 KSI O STEEL CONNECTOR FOR WOOD COLUMN CONNECTION j8 X 2 ' SNS FOR 1 1/2' LATTICE- �8 x 2 1/2' FOR 2' CE NAATT10E UM. RAFTER L9 LATTICE TO RAFTER CONN. L= 1.92' FOR 2' X 6 1/2' RAFTIYS L= 2.y' OR 3' X T RAFTERS ;04 I X \ ITyp ' �r 2-18 SMS EACH SIDE io r. 1� 1IREE�� 2- 10 X 1 3/4' WOOD SC OR 2-j10 SMS INTO META. (6063-T5 ALUM. ALLOY, Y= 0.0401 L6 RAFTER HANGER HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND LOAD TRIB 12—#8 .042 3' x 8' L1 90 MPH 6' SMS EACH BRKT. 3' x 8' PATI❑ 10' 3—#8 SMS EACH BRKT. .036 3' x 8' L1 90 MPH 5' 2—#8 SMS EACH BRKT, 3' x 8' PATI❑ 10' 4—#8 SMS EACH BRKT, .032 DBL 2 x 6 L11 90 MPH PATIO 10' 3—#8 SMS EACH BRKT, .094 8' STEEL C L23 90 MPH 22' 2—#14 SMS EACH BRKT, 90 EXPC 10' 2—#14 SMS EACH BRKT, 0 DATE I REVISION I DATE REVISION N . 2 70 Ni TCP 3 3� 2 Engineering Services P%4 P �� 1140 All Pro Drive \— IVI i Elkhart, IN 46514 F CAFAWN fff / KG ICBO ES EVALUATION REPORT NO. ER -2621P NONE NAME COMPONENT PARTS & CONNECTION DETAILS OR PART FOR PATI) & COMMERCIAL LATTICE STRUCTURES SHEET ENGINEERS STAMP 2/8/2000 M 97LT01 1 OF 4 N 12 2007 3' 3' I �s! 6" N 3" X 8' BOX BEAM HEADER —ALUM. 'H" I BRACKET 3'X 3" ALUM. COLUMN L24 ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) - 3 #14 SMSEACH SIDE `— OR 2 5/16' BOLTS AJ6' oR .o421 x 3' x e' HEADER L25 70 do 90 MPH WIND SPEED I i— 2 #14 SMS EACH StX • �� 2 3/61 KLTI KVM BIbT H V/ 2.5' EMBEDMENT '•s• • 3'X 3"I 12'X 6 1/2' 7 ,L9 POST P, I SIDEPLATES ALUM. FO BRACKET I i • SLAB OR FOO L27 ALUMINUM FOOTING BRACK FO CONNECTING POST TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) 2 #14 SMS EACH SIDE 3'X 3' POST jlj COLUMN W/ 'H' BRACKET HEADER SRJCE MUST BE CENTERED ON COLUMN 2W14 O SIDE 3' X 8' NEADER o 0 22- 2'X . X 61/2 � DEPlATES 'X 3' COLUMN �E COLUMN L16 HEADER SPLICE DETAIL APR 18 2003 L�6 3'X 8' HEADERV2",X 3 #14 SKS EACH SIDE #14 SMS EACH SIDE 2'XSIDET COLUMN W/ SIDEPLATES �- 16' --1 a.. •: :'�: 12' 11° �m� wrmo�m ® SAFETY STAKE IN CONCRETE FOOTING JUN 12 2007 J LUU DATE I REVISION DATE REVISION �Rovtss l U T: NO. 0 �s ° Engineering Services 1140 All Pro Drive Elkhart, IN 46514 TF IC90 ES EVALUATION REPORT NO. ER -26210 F COMPONENT PARIS & COtft4ECI10N DETAILS 3 3J -� FOR PATIO t cQMMERC AL LATTICE STRUCRIRES r2/�8/12 TIN S STAMP 97LT04 4 OF 4