The URL can be used to link to this page

Home My WebLink About2405 COUGAR DR; ; PREV2019-0060; Permit!(07ity PERMIT REPORT Ciausbad', Print Date: 09/21/2020 Permit No: PREV2019-0060 Job Address: 2405 COUGAR DR, CARLSBAD, CA 92010-8804 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Commercial Permit Revisi Parcel 4: 2090404200 Track #: Applied: 03/21/2019 Valuation: $ 0.00 Lot #: Issued: 04/03/2019 Occupancy Group: Project #: DEV2017-0088 Finaled Close Out: 09/21/2020 #of Dwelling Units: Plan #: Bedrooms: Construction Type:III-B Bathrooms: Orig. Plan Check #: CBC2018-0006 Inspector: PBurn Plan Check #: Final Inspection: Project Title: WEST COAST SELF STORAGE - CARLSBAD Description: WEST COAST SELF STORAGE: DEFERRED SUBMITTAL FOR ARCHITECTURAL CANOPIES Applicant: CHARLES MINYARD 23 ORCHARD LAKE FOREST, CA 92630-8357 (949) 380-3970 x322 Property Owner: LAND DEVELOPMENT LLC SOLOMON LEVY P0 BOX 12409 EL CAJON, CA 92022 (619) 482-0360 CoApplicant: LA BRUNA CONTRUCTION INC 19712 MACARTHUR BLVD IRVINE, CA 92612-2407 (949) 494-2555 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE $35.00 MANUAL BUILDING PLAN CHECK FEE $225.00 Total Fees: $ 260.00 Total Payments To Date : $ 260.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700.1760-602-8560 f I www.carlsbadca.gov " (City of PLAN CHECK REVISION OR DEFERRED SUBMITTAL Carlsbad APPLICATION B-15 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov Cat Lo,çt2Qo(.- Original Plan Check Number ____ Plan Revision Number OCXoO Project Address ,rL6D General Scope of Revision/Deferred Submittal: r CONTACT INFORMATION: Name J1f i'&1 j Phone 99- f7i 99 Fax Address _/ 9&Z fl7Jle /IM n L(2I, City _/E LJJ 0,ea Zip _9 - Email Address '3 Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1. Elements revised: 'Plans E!f'Calculations fl Soils E Energy E1 Other 2. 3. Describe revisions in detail List page(s) where each revision is shown Does this revision, in any way, alter the exterior of the project? Does this revision add ANY new floor area(s)? fl Yes Does this revision affect any fire related issues? El Yes Is this a comlet s ZNo LI Yes No LI"No No .€'Signa 1635 Faraday Avenue, Date ftp: 760-602-2719 f: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov Es I Gil A SAFEbuRttompany DATE:MARCH U APPLICANT U JURIS. JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018..0006 (REV.3)PREV2019;0060 _SET: I PROJECT ADDRESS: 2405 COUGAR DRIVE PROJECT NAME: WEST COAST SELF STORAGE CANOPIES LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below- are resolved and checked by building. department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed cheàk list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DEE DEUEY— -, Telephone #: 949-939-0194 Date contacted:— - (by: Email: ddevevcaIabrunaconstruction .com Mail Telephone Fax In Person REMARKS: 1. Specify on the plans that special inspection will be provided for the epoxy anchors. 2. Provide evidence that the Engineer-of-Record has reviewed/approved this canopy submittal. By: ALl SADRE, S.E., (by KC) Enclosures: EsGil 3/18 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 j CARLSBAD CBC2018-0006 (REV.-3) PREV2019-0060 MARCH 29, 2019 (DO NOT PAY- THIS IS NOTAN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0006 (REV.-3) PREV20 19-0060 PREPARED BY: ALl SADRE, S.E., (by KC) DATE: MARCH 29, 2019 BUILDING ADDRESS: 2405 COUGAR DRIVE BUILDING OCCUPANCY: M/S1; III-B/SPR. BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICB IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee V I $225.001 Type of Review: El Complete Review El Structural Only El Repetitive Fee El Other Repeats Hourly 1.51 Hrs.@* EsGil Fee $120.00I I $180.00I * Based on hourly rate Comments: Sheet 1ofi -1 CALCULATIONS FOR Job: 1803 WEST COAST SELF STORAGE Location: CARLSBAD, CA Number: M4407 (These calculations apply to the job at this address only.) Client: Mapes Industries Index to Calculations Sheet Item S'l 1 f! 61570 CO 1 Basis For Design EKP. 06130,120,119 * *1 2-3 Design Loads C10- OF ci'.' 4-5 Canopy Plans 6-9 Roof Deck Design 10-16 Support Beam Design >0 17-18 Connections / Reactions AI-A4 Member Section Properties Cull) B 1-B 12 Reference Data Copyright 01/2019 Project Engineer STEVEN W. SCHAUB P.E. Job No. 0202-19 S.E. CONSULT PREV20I9-0060 5800 East Thomas 1 Scottsdale, Ariz 2405 COUGAR DR (480) 946-2010 FAX WEST COAST SELF STORAGE DEFERRED SUBMITTAL FOR ARCHITECTURAL CANOPIES DEV2017-0088 2090404200 CBC2018-0006 3/21/2019 ___ PREV20I 9-0060 BASIS FOR DESIGN DEAD LOADS actual LIVE LOADS Roofs 20.0 psf., (Reducible) LATERAL Wind Wind Load Basis: 110 mph (Ultimate 3-sec gust) Exposure: C Risk Category: II Seismic Design Cat: D CODE:• 2016 California Building Code 2010 Aluminum Design Manual STRESSES OF MATERIALS CONCRETE Footings t'c = NOT USE psi. STEEL Reinforcing ALUMINUM Aluminum rolled deck Aluminum Extrusions SOIL Structural Flu = Fty= Fcy = Ftu = Fty= Fcy = Allow. Soil Bearing = Wide Flange fy = fy= Tube fy= Pipe fly = 20000 psi. 5005 H34 15000 psi. 5005 H34 14000 psi. 5005 H34 30000 psi. 6063-16 25000 psi. 6063-T6 25000 psi. 6063-T6 NOT USE psf 36000 psi. A-36 or 50000 psi. A-572 46000 psi. A-500 36000 psi. A-501 fy = NOT USE psi. A-615, Grade 40 PRELIMINARY UNLESS SEALED ON EACH SH EEr OR ON CO VER SHEET Date: I/2I'P By: Z1bbNo.: SH.: S.E. CONSULTANTS, INC. ROOF LOADS Dead Load = I psf. (Roof Panel) Collateral Load = 5 psf. Live Load = 20.0 psf. (reducible) Total Load = 26.0 psf. WIND FORCE ANALYSIS PER 2016 CALIFORNIA BUILDING CODE ASCE 7-10 WIND PROVISIONS p = qh * G * Cn (component and cladding elements) p = Design Wind pressure (psf) qh = Velocity pressure 0.00256KzKztKd(V)A2 G = gust-effecty factor from section 26.9.1 Ch = Net Pressure Coefficient, Cn (Fig. 30.8-2) Velocity pressure (qh) Height above average level of adjoining I Exposure I Exposure I Exposure II ground, in feet I B I C I D = ========= I ========== 0 - 15 I I 18.43 1 ========== I ========== 22.38 1 II 27.12 II 16 - 20 I 18.43 1 23.70 1 28.44 11 21 - 25 I 18.43 1 24.75 1 29.49 11 26 - 30 I 18.43 I 25.80 1 30.54 11 31 - 40 I 20.01 I 27.38 1 32.12 11 WIND LOADS II Basic Wind Speed (Table 16-F) = 110 mph II Exposure (Table 16-G) = C Mean Roof height = 15 feet Wind Pressure (qh) = 22.38 psf NOTE: BY DEFINITION OF SECTION 1609, THE STRUCTURE IS AN UNENCLOSED STRUCTURE AND ACCORDINGL THE Cn PRESSURE COEFFICIENTS ARE BASED ON AN UNENCLOSED STRUCTURE, FIG. 30.8-2. Roof Components and Cladding: Cn = -3.6, Roof Element, Slope <0:12, Zone 3 p = 0.85 x -3.6 x 22.38 x 0.6 = -41.09 psf, Outward Roof Components and Cladding: Cn = -1.8, Roof Element, Slope < 0:12, Zone 2 p = 0.85 x -1.8 x 22.38 x 0.6 = -20.54 psf, Outward Roof Components and Cladding: Cn = -1.2, Roof Element, Slope < 0:12, Zone I p = 0.85 x 4.2 x 22.38 x 0.6 = -13.21 psf, On Vertical Projected Area PRI M IN ARY U N LESS SEA 0 N EACH SM r 0 R ON CO V SM r _ Date: ___ By: .bb No.: _ SM.: SE. CQNSULTANTS, INC. California Building Code - 2016 Soil Site Class = D Occupancy Category = II Ss = 116.1 % Si = 44.5% Site Class Table 1615.1.2 (1) (Fa) Mapped spectral response acceleration at short periods (Ss) 0.25 0.50 0.75 1.00 1.25 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.20 1.20 1.10 1.00 1.00 D 1.60 1.40 1.20 1.10 1.00 E 2.50 1.70 1.20 0.90 0.90 F - - - - - Fa = 1.036 (interpolated) SMs = Fa * Ss = 1.202 Site Class Table 1615.1.2 (2) (Fv) Mapped spectral response acceleration at I sec. periods (Si) 0.10 0.20 0.30 0.40 0.50 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C . 1.70 1.60 1.50 1.40 1.30 0 2.40 2.00 1.80 1.60 1.50 E 3.50 3.20 2.80 2.40 2.40 F - - - - - Fv = 1.555 (interpolated) SoS = 213 * SMS = 0.802 Us > Occupancy Category lorll I Ill I IV 0.000 A A A 0.167 B B C 0.330 C C D 0.500 0 D D SMI = Fv * Si = 0.692 SDI = 213* SMI = 0.461 Sdi Occupancy Category > lorll I Ill I IV 0.000 A A A 0.067 B B C 0.133 C C D 0.200 D 0 D Seismic Design Category = D PRELIMINARY UN LESS SEALED ON EACH SHEETORON COVBSHEE Date: By: 5S.bbNo.: p.fgSH.: S.E. CONSULTANTS, INC. JJ - CANOPY PLAN Sale: 3IV THECANOPY) US C4NOPY I2-0 OVETNLL - I (rO°€) fr fl rs_I4rFAscLi) I2-0 (I2 RCCN) 0A CANOPY Sole: 1/2 CANOPY 21'-0 OLL HORS SIJPRJES ALL M60URLOE NEWOO 10 ANCHOR CIHOPY 70 51161CR/RE ALL SINUCIURT LONERS L040 OF CWOPY W1 WAMM 2 1121121.040 ROLL FMED 7/2ø 176001010 ROE WI WOOfER. NUT W/ HJLO fIg-Hr 2711 EPDXY ANCHOR 1057W (Or oThERS) 05 MIlL EL/ROD IN70 PISSED CMLI ••-' (I2 64H) SECTION @ HANGER BLADE ScaT: L II2 W ALL HLRORSRE OR CU/OPT 70 ALL sIRuCIURO I0 OF Cot/OPT BE O10ID4SE MID 5(100(150 BrOThERS 1-0 1/20 THRU UMIT W/ 641110R5 — &twr I t1X\- 2 1/212O4O ROLL FORMOR N J \ AUK OOCIGNO - I/20004 110XV 116004010 ROD W/ WISHERS. I/UI! & 3-0z25 Puc sioa WOOl/INC 01.410 '— .000110W. WIEXVEOLOIE IROUCH 4X2L5SOX4-O 3/8 5OE11014 SUPPORT 81100 IIILCED 70 6 I/4OX.5O0 PLATE &_I 1A £AaAI I. - oo 1111W. RPI7W50MIE IROUQ4 4X2/JROX4-0 3/8 500770ff SUPPORT BLADE 601000 70 6 1/4Xh5O0 PLATE 4'-I(LFASCM) 4-7f (,2 FASCLO) ® SECTION @ HANGER BLADE SIe: I I/2 S.E. CONSULTANTS Roof Deck Design 1124/2019 2.5 x 12 in x 0.04 alum. Deck A) Loading For section Properties see Appendix "A" ae = __0 619 in"2 Sx(t) = _048O m'3 Ix = __, 0482 in '4 Sx(b) =in DL&LL DL&.WL DL =6bOpsf DL = :Qpsf LL = psf (Red.) WL = 0psf W = 26 psf w =40.09psf Therefore use w = 40.09 psf Note: Uplift load controls. For a__ inch section of panel, the design loads are: ft M w l¼2/8 w =0.040 klf M =0.087 k - ft Vwl /2 V=0.084 k fb M/Sx fv=V/ae fb 3.363 ksi fv=0.135 ksi Material 5005 - H34 Fcy= 14 ksi E= 10100 ksi Fsy=8.5 ksi Page lof4 S.E. CONSULTANTS Roof Deck Design (Cont.) 1124/2019 Bending F=14 ksi E=10100 ksi b=1.62;'in t (in) =________ ki = k2= 204• fly Slenderness Limit 1 Bp Fcy* (1+((Fcy)1/3 )/11.4) Dp (Bp /10)*((Bp /E)I1/2) B=16.96 Dp = 0.0695 Cp =.41*(Bp iDp ) Cp=100.05 Si = (Bp - Fey) /(1.6 * Dp) Si =_ 26.62 Slenderness Limit 2 S2 (k1 Bp) i( 1.6* Dp) S2= 76.26 Slenderness bit= 40.60 b/t < Si S1<b/t<S2 b/t> S2 Fb = Fcy / fly Fb(1/fly)(Bp- 1.6Dpbit) Fb = k2 V7 fly (1.6 bit) Fb =8.48 -ksi Fb 7.54 ksi Fb= 7.88 ksi Therefore Fb =7.54 ksi Page 2of4 7 S.E. CONSULTANTS Roof Deck Design (Cont.) Shear Fsy =8.5 ksi E = 10100 ksi ae = 0.62 in"2 na12• fly= 1.65 Slenderness Limit 1 BsFSy*(1+((Fsy)l/3)/9.3) D5(Bs/ 10)* ((Bs/E)'1/2) Bs 10.37 Ds = 0.0332 Cs =.41 * (Bs IDs) Cs= 127.98 1/24/2019 t=0.040 in 51 (Bs _(n a Fsy )/ny)/(1.25*Ds ) Si =100.79 Slenderness Limit 2 S2 = Cs/i .25 S2= 102.39 Slenderness ac/t 15.48 ae/t<Si S1<ae/t<S2 e/t>S2 FvFsy/ny Fv(.1/na)(Bs-1.25Dsae/t) Fvit'2E/na(1.25ae/t)A2 Fv =5.15 ksi F =8.10 ksi Fv =222.00 ksi Therefore Fv = 5.15 ksi Page 3 of 4 S.E. CONSULTANTS Roof Deck Design (Cont.) 1/24/2019 Combined Loading fv= 0.135 ksi fb= 3.363 ksi Fv= 5.15 ksi Fb= 7.54 ksi fa/Fa+fb/Fb+(fv/Fv)"2 0.447 < 1.0 OK Deflection A = 5 w 1 A 4/384 E I A= 0.056 in A= L/895 OK Therefore use: 2.5 x 12 in x 0.04 alum. Deck Page 4 of 4 S.E. CONSULTANTS Support Beam Design 2/5/2019 1/2" Knife Plate Support Beam A) Loading For section Properties see Appendix "A" Sx jA3 Ix = in'4 Depth = ly = 0.042 in'4 DL&WL DL = 1O psf .ed.) LL = psf Total 19.54 psf A = in'2 t = O!5OO. in DL&LL DL =_Epsf LL = 0psf (1 Total = 26 psf Tributary Length = w= 0.108 kif fb = M/Sx th = 8.127ksi Material 6063 - T6 (See next sheet for calculation) (See next sheet for calculation) M =______ - ft V =________ fvV/ae fv 0.221 ksi Fcy = 31iiA ksi E = ksi Fsy ._'14ksi Page lof5 S.E. Consultants, Inc. Project Title: 5800 East Thomas Road #104 Engineer: Scottsdale, AZ 85251 Project ID: (480)946-2010 Project Descr: Steven W. Schaub, P.E., S.E. Description: Knife Plate - Properties - (112 thick) Total Area : 2.0 inA2 lxx : 2.667 inA4 Sxx : - Y : 1.333 in A3 Iyy : 0.04156 inA4 Sxx: . : 1.333 inA3 Calculated final C.G. distance from Datum: S X 0 1663 inA3 X cg Dist. : 0.0 in Zxx : 2.0 " Syy: +X : 0:1663 inA3 Y cg Dist. : 0.0 in Zyy : 0.250 inA3 Edge Distances from CG.: rxx : 1.155 in 0.250 in : 2.0 in ryy : 0.1442 in -x : -0.250 in -Y : in Rotation of All Components @ Angle: 0.00 deg CCW Rectangular Shape: 1 Height = 4.000 in. Width = 0.500 in Rotation = 0 deg CCW Area = 2.000 inA2 Xcg = 0.000 in Ycg = 0.000 in 1I ( S.E. Consultants, Inc. 5800 East Thomas Road #104 Scottsdale, AZ 85251 (480)946-2010 Steven W. Schaub, P.E., S.E. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 5 FEB 2019, 2:54PM Jiv IliWEiI.isIs)L•Ms consultants Description: Cantilevered Beam Analysis (4'-0' CANTILEVER) iGeneraIBeamropertues RR 0 Elastic Modulus 10,100.0 ksi Span 91 Span Length = 4.083 ft Area = 2.0 in'2 Moment of Inertia = 2.667 inA4 Span = 4.083 ft Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Varying Uniform Load: 0= 0.0250->0.0250, L= 0.08330->0.08330, W= -0.08560->-0.08560 klft, Extent = 0.0 ->> 4.083 ft. mb Width = 1.0 ft Maximum Bending = 0.903 k-ft Maximum Shear = 0.4422 k Load Combination '04.4H Load Combination -+O+L#I Span U where maximum occurs Span #1 Span # where maximum occurs Span #1 Location of maximum on span 0.000 ft Location of maximum on span 0.000 ft Maximum Deflection Max Downward Transient Deflection 0.185 in 528 Max Upward Transient Deflection -0.190 in 514 Max Downward Total Deflection 0.241 in 406 Max Upward Total Deflection -0.081 in 1212 Load Combination Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnxlomega Cb Rm Va Max Vnx Vn0mega Overall MAXimum Envelope Dsgn. L = 4.08 ft 1 .0.90 0.90 0.44 404H Dsgn. L= 4.08 ft 1 -0.21 0.21 0.10 '0414H Dsgn. L 4.08 ft 1 -0.90 0.90 0.44 Dsgn. L= 4.08 ft 1 -0.21 0.21 0.10 40+S4H Dsgn. L = 4.08 ft 1 -0.21 0.21 0.10 4040.750Lr90.750L+H Dsgn. L = 4.08 ft 1 .0.73 0.73 0.36 4040.750L40.750S4H Dsgn. L = 4.08 ft 1 -0.73 0.73 0.36 .0.0.60W*H Dsgn. L = 4.08 ft 1 0.22 0.22 0.11 4040.70E*H Dsgn. L= 4.08 ft I .0.21 0.21 0.10 4D90.750Lr40.750L+0.450W4H Dsgn. L = 4.08 ft 1 -0.41 0.41 0.20 '040.750L*0.750S40.450W*H Dsgn. L = 4.08 ft 1 -0.41 0.41 0.20 .D40.750L40.750S.0.5250E+H Dsgn. L = 4.08 ft 1 -0.73 0.73 0.36 40.60D.0.60W40.60H Dsgn. L= 4.08 ft 1 0.30 0.30 0.15 .0.60D40.70E-40.60H Dsgn. L= 4.08 ft 1 -0.13 0.13 0.06 QveraII MaxumumPef1ections Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location in Span 0.0000 0.000 1 +0+L*H 0.2405 4.083 S.E. Consultants, Inc. 5800 East Thomas Road #104 Scottsdale, AZ 85251 (480)946-2010 Steven W. Schaub, P.E., S.E. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 5 FEB 2019, 2:54PM SoftwarexghtENERcALC4Ci9B3.2Ol8Budd101012l2 IUT/t'5lMsII)!sID Licensee IW consultants 1 Description: Cantilevered Beam Analysis (4-0 CANTILEVER) IMP W01M Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.442 Overall MiNimum -0.350 0.102 40.141 0.442 'O+Lr4H 0.102 -+D+S41 0.102 4040.750Lr40.750L41 0.357 -+040.750L40.750S4H 0.357 4.0.60W+H -0.108 -.040.70E41 0.102 -'040.750Lr40.750L40.450W+H 0.200 90'0.750L40.750S40.450W#I 0.200 .040.750L40.7509-.0.5250E41 0.357 40.60D40.60W40.60H -0.148 40.60D40.70E40.60H 0.061 0 Only 0.102 -LrOnly L Only 0.340 S Only WOnly -0.350 E Only H Only 10 S.E. CONSULTANTS Support Beam Design (Cont.) 2/5/2019 Bending Fey ksi ry = 1443 in Slenderness Limit 1 Bc=Fcy*(1+(Fcy/2250)1/2) Be 34.64 Cc =.41 * (Be/ Dc) Cc = 70.01 E=10100 ksi Lb =in fly = Dc (Be /10)* ((Bc/E)M/2) Dc = 0.203 Si = 1.2 (Be -Fcy)/Dc Si =21.53 Slenderness Limit 2 S= 1.2 Cc S2= 84.01 Slenderness Lblry = 41.57 Lb/ry < Si Si <Lb/ry < S2 FbFcy/fly Fb=(1/fly)(Bc- (Dc Lb/1.2ry)) Fb = 18.79 ksi Fb = 16.73 ksi Lb/ry> S2 Fb7t'2 E/ny(Lb/ 1.2ry)'2 Fb = 50.34 ksi Therefore Fb = 16.73 ksi Page 3 of 5 2/5/2019 t= 0.500 in S.E. CONSULTANTS Support Beam Design (Cont.) Shear Fsy = 14 ksi E = 10100ksi A = 2inA2 flaw s. fly= 1.65 Slenderness Limit 1 Bs = Fsy * (1 + ( Fsy)'1/3 ) / 9.3) Ds (Bs /10)*( (Bs /E)/1/2) Bs= 17.63 Ds = 0.0736 Cs =.41 *(Bs /Ds ) Cs= 98.14 Si. (Bs -(naFsy)/ny)/( 1.25 *Ds ) Si= 80.89 Slenderness Limit 2 S2 = Cs/I .25 S2= 78.51 Slenderness aelt 4.00 ae/t<Si Si<ae/t<52 ae/t> S2 Fv = Fsy / fly F ( 1 / n a )(Bs - 1.25 D ae/t) Fv = 7t'2 E / n a (1.25 ae/t )'2 F= 8.48 ksi Fv = 14.38ksi Fv = 3322.77ksi Therefore Fv = 8.48 ksi Page 4 of 5 65 S.E. CONSULTANTS Support Beam Design (Cont;) 2/5/2019 Combined Loading fv= 0.221 ksi Fv= 8.48 ksi fa/ Fa. +fb/Fb+(fv/Fv)"2= Deflection A = in length = ft A= 2L/407 fb 8.13 ksi Fb= 16.73 ksi 0.486 < 1.0 OK (See Beam Support Design sheet 2). Therefore Use: 1/2" Knife PlateSupport Beam Page 5 of 5 1 '1- p'& i4 i&-F • 6 ô•,3 '': L0 pr4L: Zc.bI J /'f4 kQ&It A5" ,hI13 R/Loi&si.; FA) 7 7 / • 5Q' 3 44 "I • M 4()cs) c,2 c, qp-1 • • rQ ose J'b A!I-#)Q )'! 4'7e' 7o q PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: •M Date: By: Job No.: O2. / SH.: .12_ S.E. CONSULTANTS, INC. • VIops CA V 1-,j VJF kfi q,4"P PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: J-444O7 Date: By: j—Job No.: Z24 SK: S.E. CONSULTANTS, INC. STRUCTURAL CALCULATIONS APPENDIX A SECTION PROPERTIES SE. CONSULTANTS, INC. 200 East Thor1iás Road, Suite 104 Scottsdale Arizona 2.5251 (480) 946-2010 F2X: (480) 946-190 CFS Version 9.0.4 Section: Alum. Interlocking D, Thickness 0.040 inches.cfss S.E. Consultants, Inc. Rev. Date: 311/2016 By: Steve Schaub, P.E. Printed: 3/1/2016 Page 1 Steve Schaub, P.E. Section Inputs Alum. Interlocking D, Thickness 0.04 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.7875 45.000 0.093750 Single 0.000 0.0000 0.8938 2 1.6240 0.000 0.093750 Single 0.000 0.0000 0.8120 3 3.5750 -45.000 0.093750 Single 0.000 0.0000 1.7875 4 1.6240 0.000 0.093750 Single 0.000 0.0000 0.8120 5 3.5750 45.000 0:093750 Single 0.000 1 0.0000 1.7875 6 1.6240 0.000 0.093750 Single 0.000 0.0000 0.8120 7 1.7875 -45.000 0.093750 Single 0.000 0.0000 0.8938 Full Section Properties Area 0.61873 in'2 Wt. 0.0021037 k/ft Width 15.468 in Ix 0.4820 in-4 rx 0.8827 in Ixy 0.0000 in4 Sx(t) 0.4804 jA3 y(t) 1.0035 in a -90.000 deg Sx(b) 0.3105 in3 y(b) 1.5527 in Height 2.5562 in ly 7.9877 in4 ry 3.5930 in Xo 0.0000 in Sy(l) 1.2884 in'3 x(l) 6.1996 in Yo -0.9322 in Sy(r) 1.2884 inA3 x(r) 6.1996 in jX 0.0000 in Width 12.3992 in jy 4.5960 in Ii 7.9877 jA4 ri 3.5930 in 12 0.4820 jA4 r2 0.8827 in Ic 8.4697 in4 rc 3.6999 in Cw 5.1165 in6 10 9.0074 in4 ro 3.8155 in J 0.0003300 in4 CFS Version 9.0.4 Section: 1.5 in x 4.375 in x 0.75 in x 0.125 alum. beam.cfss Aluminum Beam S.E. Consultants, Inc. Rev. Date: 3/1/2016 By: Steve Schaub, P.E. Printed: 3/1/2016 Page 1 Steve Schaub, P.E. Section Inputs Alum. Beam #1, Thickness 0.125 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.7500 0.000 0.12500 Single 0.000 0.0000 0.3750 2 4.7500 90.000 0.12500 Single 0.000 0.0000 2.3750 3 1.5000 180.000 0.12500 Single 0.000 0.0000 0.7500 Alum. Beam #2, Thickness Q.125 in Placement of Part from Origin.: X to left edge a in Y to center of gravity 0 in . Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) . (in) 1 0.7500 180.000 0.12500 Single 0.000 0.0000 0.3750 2 4.7500 90.000 0.12500 Single 0.000 0.0000 .2:3750 3 1.500.0 0.000 0.12500 Single 0.000 0.0000 07500 Full Section Pronerties Area 1.6473 in2 Wt. . 0.0056007 k/ft Width 13.178 in Ix 4.5707 in4 rx 1.6657 in Ixy 0.0000 inA4 Sx(t) 2.1644 in3 y(t) 2.1118 in a 0.000 deg Sx(b) 1.7325 inA3 y(b) 2.6382 in Height 4.7500 in ly 0.3223 in4 ry 0.4423 in Xo 0.0000 in Sy(l) 0.2149 in3 x(l) . 1.5000 in Yo 1.3256 in Sy(r) 0.2149 in3 x(r) 1.5000 in ix 0.0000 in Width 30000 in jy -1.4169 in Ii . 4.5707 in4 ri 1.6657 in 12 0.3223 in4 r2 0.4423 in la 4.8930 ±n4 rc 1.7235 in C' 0.32407 in6 10 7.7873 in4 ro 2.1743 in J .0.0085795 ifl4 CFS Version 9.0.4 Section: 8 in x 0.125 alum. flash.cfss Steve Sthaub,P.E. 8" Fascia x 0.125" S.f. Consultants, Inc. Rev. Date: 414/2012 By: Steve Schaub, P.E. Printed: 3/1/2016 Page 1 LH Section Inputs 8" fascia x 0.125", Thickness 0.125 in Placement of part from Origin: . X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape - Length Angle Radius Web k Hole Size Distance (in) (deg) (in) coef. (in) (in) 1 0.5000 0.000 0.12500 Single 0.000 0.0000 0.2500 2 1.5000 -90.000 0.12500 Single 0.000 0.0000 0.7500 3 3.0000 0.000 0.12500 Single 0.000 0.0000 1.5000 4 8.0000 90.000 0.12500 Single 0.000 0.0000 4.000D 5 2.5000 180.000 0.12400 Single 000 0.0000 i..2500 Full Section Properties Area 1.8348 in2 Wt. 0.0062384 k/ft Width 14.675 in Ix 14.657 in'4 rx 3.0130 in Ixy 1.733 in4 Sx(t) 3.7328 in3 y(t) 4.4624 in a -6.721 deg Sx(b) 4.7086 iriA3 y(b) 3.5376 in Height 8.0000 in ly . 2.158 in4 ry 1.0844 in Xo 1.8024 in Sy(1) 0.2636 in3 x(l) 2.4984 in Yo -2.0731 in Sy(r) 2.4614 in3 x(r) d.8766 in jx -3.257 in Width 3.3750 in jy 2.4062 in I]. 16.841 iv-4 ri 3.0314 in 12 1.954 in4 r2 1.0318 in Ic 18.815 iri4 rc 3.2022 in Cw 19.840 in6 10 32.661 irx'4 ro .• 4.2191 in J 0.009556 in4 STRUCTURAL CALCULATIONS APPENDIX B REFERENCE DATA PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: MLA?O7 Date: By: Job No.: 2p../q SH.: Si- S.E. CONSULTANTS, INC. W.Geetechnical Environmental 2 1 Construàtlon lfleeflng. Testing REPORT OF NONDESTRUCTIVE TESTING TarrED ioa: Mr. Mark Mundorif Mapes Industries Post Office Box 80069 2929 Corzihuslcer Highway Lincoln, Nebraska 68501 DATE: May 13, 1998 raoiEcr. Lumishade Front Clip Angles oua apoiyno.: 17348117-1 REMARKS: Pour (4) "front clip angles" were submitted for testing by Mr. Mark Mundorff of Mapes Industries.' All tests were performed in the same condition except two (2) were tested with 1/2" grade 2 diameter washers and two (2) were tested with 1/2" diameter hardened washers. (As it note the grade 2 washers were 1.375" 01) and the hardened washers were 1.062" OD. The grade 2 washers actually carried more load. We assume because of the diameter carring more load.) The tests were performed on May 7, 1998, by Mr. Lloyd Erickson, The results are as follows:. FRONT CLIP LOAD IN WASHER COMMENTS ANGLE, ANGLE NUMBER POUNDS FRACTURE 1 8950 #2 Rod pulled thru hole-washer and rod Yes deEued 2 8510 112 Rod pulled thru hole-washer and rod Yes defoimed 3 6980 Hardened Rod pulled thruholèivashcr and rod - Yes 7520 Hardened Rod pulled thru bole-Washer and rod No deformed Respectfully submitted, PROFESSIONAL SERVICE INDUSTB1ES, INC. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: __4q 7 Date: By: &I Job No.: e220- SH.: S.E. CONSULTANTS, INC. V Envfr,,nn1ntaI - p7m fi Construction mFEIII Consul Fng .Englfleerlflg' Testing - NONDESTRUCTIVE TESTING REPORT V I V I. TESTED F0R Mr. Mark Mundorff PROJECT: Mapes Industries. Inc. Post Office Sox 80069 2929 Cornhusker Highway Lincoln. Nebraska 68501 bDATE, June 11. 1997 : OUR REPORT NO.: 173-78134-1 REMARKS: Two 2) types of eye bolts were submitted for testing. Both types were to be load tested in a straight tensile pull situation. One (1) type of bolt had the eye welded shut. This bolt was to be taken to failure. The second eye bolt was pulled as Is. The results of this test was to measure the opening of the eye versus the load In pounds. The results are as follows: Welded Eye Bolt Open Eye Bolts Load In Pounds Load In Pounds. '. Asnöuntôpen in Inches 14,160 - fallure.threaded area of bolt 0 1/80 2.110 3/16 2.400 114 2.440 5/16u 2.470 3/8 PSI Lab 4F014 PRELIMINARY UNLESS SEALD ON EACH SHEET OR ON COVER SHEET Job: Nq4b__ Date: ______ By: ____Job No.: 0 202-/9SH.: b3 S.E. CONSULTANTS, INC. BUND RIVETS BREAK MANDREL BLIND RIVETS - _ .rabi. 5 . Grades of Break Mandrel Blind lUvete _b4ion Rivet Body Met.dM undrulMilodal - Ii) - _Aluminum Aft=*. Aluminum Mioy. - 11 AlumInum Alloy 6062 Aluminum Alloy - 113 AlumInum Alloy 6764 AlumInum Alloy - is _Mumlnum Alloy 5184 - Caibon a" 19 Aluminwa Alloy 1062 CStbQAtijel I? Akimum Alloy 6065 - CaiboflStssl - 44 AJwnkium May 5751 Cwban Steel - - - _Copper Aft No. 110 . CaiboASisel 211 Aluminum Al1ay5062 eialnt.0 St..! - 3.1 Low Cuban Ot.I Cwboø Steel IC Nlckslcoppsr Alloy Owbon Steel SC Stslnlsss81.gl CaibuntleW 3006d.$ 61 etalnlss$ Stool t300Sedes) etudes. St, (3008 it or equlvals no lkble S Ultimata Shear and lbnsfl. Strengths of Break Mandrel Blind Rivets Nom ULTIMATE 58881% STRENGTH UU1M1111TSH5$LS STRENGTH NMI _____min an _______ ohm GmW QRAD GRADS GRADE GRADE GM5 jGWW1W 9,ES ollans GRADE GRADS GRADES • 2180 !'''061 40 50,51 1O1I,1l4 26 10 40 10.51 O ._ 70 90 - 130 2110 300 80 t - !70 210 300 __ we ama 130 170 156 - 260 350 420 130 220210 - 510 - 480 620 0 .110 260 300 370 550 660 230 350 340 470 700 - 320 oars 350 300 300 540 500 950 320 500 485. 600 1.000 1.200 7110 - - 1.500 10100 1,700 ,L 920 .- isso i.8s& 2,100 NOT area SQ d\ts sin not subject to shear Snd tensile tasting. • 3Zb PRELIMINARY UNLESS SEA DON EACH SHEET OR ON COVER SHEET Job: ____________ Date:______ By: AS Job No.: 6202'JISH.: oq S.E. CONSULTANTS, INC. Spacing Between Anchors To obtain the maximum load in tension or shear, a spacing, S. of 10 anchor diameters (lod) should be used. The minimum recommended anchor spacing, S Is S anchor diameters (Sd) at which point the load should be reduced by 50%. The following table fls the load reduction factor. ft for each anchor diame- ter, d, based cnthanterbcenteranthorspacing. Anchor Size d lad Anchor Sd Tcnion Spacing, Ed And Shear 7d S (Inches) 6d Ed iu i:i E:I i ___I L1 L EI!I E 11 FE31 EMU tEl ti t Edge Distance-TensIOn An edge distance. E, of 12 anchor diameters (lzd) should be used to obtain the maxkesim tension load. The minimum recommended edge distance, E. Is 5 anchor diameters (Sd) at which point the tendon load should be reduced by 20%. The following table lists the load reduction factor. Re, for each anchor diame- te4 based ontheanthterto edge dlstance. .2d 11dir.zu vi; m1 • 114 3 2-314 2-112 i2-114 2 4-314 1-112 [-ii. 2-W 1-114 1-71! [iea 4411 __ 3414 3. 2,50 2.114[ lIZ 6 54125 43.1123 jvz 5116 3-3 3-1I2 3-1* r6-314 51! 7-lIZ 6-718 6-114 5 j.3j 3414 J 314 9 8.114 741k L 5.114 411213-314 Re tOO 0.97 O4 0.39 0.85 0.83 I0 Edge Distahce - Shear For shear loads, an edge distance, E. of 12 anthbr diameters (12d) should be used to obtain the maxi- mum shear load. The minimum recommended edge distance. E. is 5 anchor dameters (4 at willdl point the shear load should be reduced by 50%. The follow- ing table lists the load reduction factor, R!, for each anchor diameter, d. based on the anchor center to edge distance. Anihor Size- ri Edge Distance, E (Inches) Siiear Only 3 2-314 2-lIZ 2-114 2 1-314 1-1120I4 I siis 3-314 3-112 3-1* 2.718 2-112 26114 1-7* 1-1* 1318 4.1/24-1183-343-3413 2-502-1141-71! Ivz 6 5412S $1124 3-1123 .2-lIZ ts'a 7-112 6-71! 6-1145-50 S 4-3113-3143-118 I 314 9 8114 7-112 6-314 6 544 4.1J 344 I Re tOO 0.93 0.86 039 0.71 0.54 0.57 0.50 25.9 Approvals and Ustings The following approvals and listings are for reference purposes. They should be reviewed by the design pro- fessional responsible for the product lnstäHatlon to ver- ify approved base materials, slM and compliance with local codes. Factory Mutual Serial No.26692 LLOJSAI.M LLOJSA9AH UndenNrtteYs Laboratories File No. DC 1289 (N) Federal Specification Meets the descriptive requirements of FF-S-325C, Group it Type 36 mass 3 25.10 Suggested Specification Carbon Steel Lok/Bott?M. - Carbonsteel expansion anchors shall be a pre-am. bled sleeve style anchor with a ______ head, The anchors shall have a nyloncompresslon ring and a triple tined expansion sleeve. Carbon steel components shall be plated according to ASTM qmAcation 8633, Sd, Type IlL L&Aolt anchors shall be as dimensioned and supplied by Powers Fastening, Inc. Stainless Steel Lok! Bolt7" Anchor Stainless steel expansion anchors thafl be a pre-em- bled sleeve style anchor with a ______ head. The anchors shall have a nylon compression ring and a triple lined expansion sleeve. Ldcdliolt anchors shali be as dimensioned and supplied by Powers Fasteg, Inc. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: - _fri 1A02 Date: I/OA By- Job No.: 6202MSH 85 S.E. CONSULTANTS, INC. llatHëad L*/8altTM hI SItS' 30 70k 1W MG' W7115 10-24 .9 5116.1$ 5132! 311r 1/2' so.316' Rod Hanger LOWWRIm. w edt2zu - 511141. 30-16 I. WadO.D. *3116' 1. CWA*Ovn an 1/2• 15116' Tie-WIre Lok/Bolt" 1M19 F 5116' 1(4' 1/4-20 1.an6 31114 25.6 Material Specifications General Lok!Bolt"Components Andior Component rtei1 Caniprirt C:)rbonSteet SsSt&ei _IL LokIBoltT'M Had Components Component OL1 MR Nut .S1MA%3Gmde 3O455 ftownMot AS 101011018 Tip 3045S Wathw S13AF84 RoiaidHud .639101013018 7Vp&3WSS fhtHead AM 101011018 Ve 304 Red Ccup A151 12L14 T'pe la-Iss lireshold .639101011018 N/A T1e.Wre .435101011011 N/A ThicP4Mng A51748673.SCI. TypeII(Fel2n5 NIA 25.7 Performance Data - The following load capacities are based on testing con-ductod according to ASTM Standard E48& Ultimate Load Capacities - Connote -. cc s- -F 1/1 11-W14131%190 4131 340 1,900 1320 t200l 1.440 1.430 I 400 1.730 1.3001 1.170 I 5fl5 11-W1181- 1.590 3.015 1.751 2.015 17.110 3.105 1 &m i-W 16 11 3200 3.070 7.700 .3.250j3.300 3.3651 jat 2-114 7070 3500 4.950 5015 (372tS.275 61451 1W 51' 2.1(4' 6044 4M' 60 44 3270 3200 4.060 5.530 5060 9.41011.250 6.343 10,2551 i7 9.670 I 10,4401 3M 3/4 2-114' 90 3..51 40 0 10 4.450 9.860 5.590 *1400 0.420 11,6701 5135 12.500 0.940 *1,900 16,6711 13.5XI WPM in to - tmqu. mbam, ow.th abkeilstion n • Cwbcn sad .n159.ltoWoaltaUl. Tb. talus. 0mM above us Ultimat, load s.p.dUn and ebould be radiated by uikilmus, misty factor 054 or gf.ator to dta. tj .Iomabl.woa&g 1"ftWt0*W§vdbnGnAndWSebcdm GaJ4. Uw for dstolb. Ultimate Lcad.Caiiaclties- C-go Block and Red Brick * v' sr 1.3 300 i.0001 moo l.12U1 I 1W 1-1W 1-3 1.300 1270 990. 3120 • 1.se' a 1,410 1.170 1250 1.130 I w i-iW 141 1.700 7.110 1.660 1.240 Ur 1.1W 16.20 3.410 7.190 3. 4.010 07Ie Thu sakiat Sated abom am iithiste hadmpiddmbi pva4dd, dmAdbvM*=dh to do Momadsanitoig had. tsfwt,ths matI oilMthar 5aJeeiGUldim Sw di km. ,...Oit... of bi Jodiand bildianim gteaTh.a d0m ktud dimis dm144 b asgii43Mdi,tss dusM be m'itdi0edto dM.O..thsedhidpadSwaad peupubmMalhi t J.t.M tmlowblo&.Th, SB' or314' dim m', be mad, biath. i&Mki tepeddei RObe 1w dim dims ar lb. IV AL 25.8 Design Criteria Base Material Thickness The minimum recommended thickness of base materi-al. BMT, when using the Lok/Boltls 125% of the embedment to be used For example, when Installing an anchor to a depth of 40, the base material thickness should be 58. 'This does not apply to the thickness of the face shell in a hollow block wall. Threshold Lok/BoltTti Th Nala0Ot. 1• Thtbndsiniltolkl. 51*6' Now lob 10-24 N.M Heed 23 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: j't iO1 Date: V9fJfL By: (s.?S Job No.:6 SI-I.: BC S.E. CONSULTANTS, INC. flat Head Lok/BoIt' Hex Nut Lok/BoItTm 'j iae': y 77 . Soo • oi6'i•ur ir 1-3W iso lixo • 5116e2-IW 41-111111I VIP 1.1W 100 'ix 5-3M rSMS 61 7ma1-7W 3m i-si• 0 ix 7 Iam 'ix 3m3 3 14W 50 No 10 Iwn • 3m14 3W 14W 10 no II Eun nx IQi2-IW I• -tM• 15 250 14 l'seo 6157 1!Z*3 U2 34W 15 150 17-VS ix4 1100 V2x4 U2 2-W 25 1$ 1015 • V2aS-14, 2-w 15 12S v • 1Wei 1a 24W 10 iso is __ 514"12-1M 1W 2-1*, 15 115 8.1* Xm • 54e3 SW 3SM• 15 125 34 so 1100 wg4-W 1W 2-1W to ISO 41 so WaP 1W 2-1W tO 100 .40 1000 - 3We2-IW 3W 2.1W 10 100 $ $• 3f4•4• 3M 3-lW 10 40 70 5000 • 3WaS-3W 1W 3-3W 10 30 00 — • Wa7.IW 1W 3-lW 10 30 115 "Id IMMIMad"remII lmponagAmmbflbbNthsthth,euI Acorn Nut 1.ok/BOItYM Drill Nliry.'ii I!1 11125 L;. WiVW W. V2 100 1000 3 I 5100 00 1W 11-31 V4 i-lW 100 1000 2-34 1W s2-114 IV4 1.1W tOO 1000 3-lUit. piUedib. sad.0 bdaw*. kvdm 1.the eieclis Round HàdLok!Bolt' - 110 dea outlaw. ...,.S. ubig FodIFhvVerLck/BoftTm C3t. Uflhl SW SW. 'ju No. Sizo Dt3Depth Box Ctn. isa I; "W7711 Cit DI i-fl. SILL Std. \LI No. SILii U. epth ao Cm. iCC IM - Drill rio. SW. SW, 'f'ri Do S:c Dia. Cipth ifWl Tp .j 1 Yr CC,( t!3 Din. 155 t1 !! Lok!Bolt'TM Multiple Use OR Multiple use kits contain expansion sleeves expansion cone% nuts, si4 $fJjth 3ma diarnetar rod. bk/Bolt'10 Extenders cjL rio. Utb, SS Size 5607 1I4 Xl Dia. 3m• I 1-lW ox 100 Ctn. 1000 ICO 1600 51W a 1.14 5116 W. 1-112 tOO 1000 - 3W 144, 1 50 500 ' 112 21.3A- 1 14- 1 2-lW I 25 I 125 1 3- 70.a we teed for added Ieoçth for all head g1j510 25.5 Installation Spedfications Acorn Nut and Max Head LokIBcitTt4 = moofflaske .. VZ• 3M• I 3M• .!!. tOtnG.iHafr !!.. 31W 11116- 5M6- PlowOoliSk. .. O24 1M-'K643 14-IS 10.1315m-1? tk4Hd -. 131W 71W 17164* 21W 31W 3504 VbdwojL air sir inr i•- i.wi.w Windt Va SlIP 1W IISIIP Round Head Lak/Bolt" AMUMBIRS611 IU VIP I L Ill sciteOuoweiHols 5916 3m.L. 711161 fbwldtSks 1024 114-20 1 5116-lI Hued Hd 11i64 -s 1W 1544 HdViAdth 2w. _WIP PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ____________ Date: _____ By: . __Job No.: SH.:_B1 S.E. CONSULTANTS, INC. If ,11,c. . 9WO mli r Id FROM : MAPES INDUSTRIES PHONE NO. 402 456 2790 HOLLO—BOLr The iJndapter Hofto-Boit Is a patented method of securing to structural tube or to conventional steelwork where access is available from one Side only. The liollo-Bolt offers a tremendous reduction in LC installation time and costs over traditional methods, as well as giving the specifier absolute confidence through guaranteed loads with a built in factor of safely. For aggressive environments, the Ilollo-Boit comes with J9500 one thousand hour salt spray protection as standard and Is available in stainless steel if the application demands. W and W sizes feature a collapse mechanism to maximise clamping force and enable use as a primary moment connection. Typical Hoflo-Bolt applications include the connection or suspension of: Piinwy Steelwork • Fire Protection Systems Secondary Steelwork • Electrical Equipment Material • Cladding Handling Equipment • Blast. Walling Lifting Gear • HVAC Equipment Wall Ties MATERIAL OPTIONS: BOLT GRADE: FACTOR OF SAFETY, COLLAPSE Mild Steel (JS500 High Tensile-Grade. 5 to I (for safe MECHANISM finish) or 316 wotkhig loads MATERIAL: Stainless Steel. see table). Mtiile Rubber S90. Prox1 8ofl Ut Aces. Rats llgbtening Sthctuiil Tube 5JI4j Code Size Screw Tbkkmess (w) Main Body Toiue Metric Langlh Mn Mn (Ins) (lb It) . Tensia Shear (US Equlv) MeU _______ ___ LHBO8, MB 50mm X . 16 5Z5zlt/X/tl/%/)f 899 1124 f 0(I) ti 7x7x3(I BOB 5x5x)(I 1348 S LHB1O MIII 55mm X % % 30 5x5x11 1798 2248 (N) 5x5xY/M/9 1910 _.ixlxl(I 1574 5x55)(I 1461 1.11111.1 1(12 60mm 9 1 I3(I 88 5x5xX 2248 3372 ' (}l) (2)') 5x5x1(i/%JX 2260 757x3(I 2248 5x5xYoe 1798 Sx5xg 3372 6744 L14815 M16 65mm l(." 11( III 140 5x5x)(I/% 4496 (11) (23(I1 5x5x)I 4945 7x7x31. 3827 5x5xX 3591 L}I82O M20 90mm )(I 1% 1% 221 5x5xWi 5170 8992 (31) (3W) SX5XV 5620 6x5x) 8992 7x?xl(I 1041 SDaWimmil . avail" far **Tfr 5â WMie Lid nrth Hc.Nt Ic ***WJMdfhon.l,,, .w,ah & - ap&a1, doorded upmvoürcs. PIcas. cUaci Lkdaw IV doialt. Note: Hollo-Bolt is only available with metric centre bolt. dIpendd upon the ctngth Cl d wn of IN SaNer seciore. The highest we (Our. ivon lot eath bCll oiz IsO. sale bad ci the Hc(o.Boll sa(. ahapx5csshew em the mode of tihie In that Ca.. limo cuppo steel. mtherthan'im Hohe.ca. W& Is V.,!. his inpa,iwthidie oi*urpbls at least ISis masorm. stmvcapatO(es. swm "Wo "Al In VW bWWh to cciarloinwsas.toYe. FO WE b - gpw'L DOLt bLE E X MWS WA! &Lr5 36.0 Double 36.1 Introduction The Double is a dual expansion machine bolt anchor par- ticularly suited for materials of questionable strength. It can be used in solid concrete, block brick, and stone. 36.2 Product Description The Double consists of a twin tubular sleeves, bound together with high tension spring steel bands, which contain two protruding wedge shaped hollow cones. One cone is smooth, while the other is threaded. Internal lugs on the tapered ends of the hollow cones prevent them from rotating during anchor expansion. As the Sleeve I . L_ Cone anchor is tightened, the opposing wedges at either end are or in tightly providing full length, 360' expan- sion over a large bearing area For maximum expansion, the upper cone should protrude slightly before setting. 36.3 Installation Procedures Drill a hole into the base material to the minimum depth required. The toler- ances of the drill bit used should meet the require- ments of ANSI Standard 8212.75. Blow the hole clean of dust and other material. Do not expand the anchor prior to installation Insert anchor into the hole, threaded cone end first until the sleeve is flush with the surface of the base material. 36.4 Anchor Sizes and Styles The following tables list the sizes and styles of stan- dard Double anchors . The anchor length published for the Double is measured end to end. To select the proper length bolt, determine the thickness of the fix- ture including any spacers or shims. Add this to the depth required to engage at least 213 of the threads in the cone. 36.5 Ins allation Specifications ANSI Drill Bit SIze 112' 518' 314' hF 1' 1-1/4 Max Torque (ft..lba.) 5 7 10 20 30 60 Sleeve Length 1' 1-3/16' 1-9/16' 2' 2.1I4' 3-114' Thread Size 114-20 5/16-18 3/8-16 112-13 518-11 3/4-10 Thread Length in Cone Ill' 112' 5/8' 3/4' 7/8 11l8 36.6 Material Specifications Anchor ,a Component Component Material Anchor Shield I Zamac 7 Alloy Cone I Zamac 7 Alloy 36.7 Performance Data The following ultimate load capacities are based on testing conducted according to ASTM Standard E 488. 1/4' II 1,830 psi 1,760 4,00D. 2.340 1.800 3,150 3.120 5116' 2.170 2.270 2.960 2.640 3.420 2.820 318' 3.240 3.990 4980 4,220 5,860 5,970 112' 6,570 5.940 9.065 6.840 9.250 11.000 518 7.860 11900 13.600 12.680 14.880 14.300 3/4' 12,150 16.180 17,000 19.750 18.640 21,460 N01t The values listed above are ultimate load capacities whids should be reduced by minimum safety factor of 4 or greater to determine the allow- able working load. Refer to the section on Anchor Selection Guidelines for details. Position fixture. Insert screw or bolt and tighten. For maximum expansion, the upper cone should protrude slightly before setting. The bolt must engage a mini- mum of 213 of the anchor threads. 114 pON=_. V 1110 41 Identification Markings on Bolt Heads, AS! M &. SAl tanciarGs rage 1 0! A. Identification Markings on Bolt Heads A5TM and SAE Standards Proof Tensile Grade Bolt & Spec. Material Load Strength Marking Screw Size PSI Min PSI SAE-Grade 1 Low Carbon Steel 1/4" - 1-1/2" 33,000 60,000 ASTM-A307 Low Carbon Steel 1/4" - 1/2" 33,000 60,000 1-1/2" - 55.000 SAE-Grade 2 Low Carbon Steel 1/4" - 3/4" 55,000 74,000 3/4" - 1-1/2" 33,000 60.000 Ilu SAE-Grade 3 Medium Carbon Steel, 1/4"- 1-1/2" 85,000 110,000 Cold Worked 1/2" - 5/8" 80.000 100.000 SAE-Grade 5 ASTM-A 449 Medium Carbon Steel, Quenched & Tempered 1/4" - 1" Over 1"- 1-1/2" 120,000 85,000 74,000 105.000 Over 1-1/2" 3" 55,000 - 090,000 Medium Carbon Steel, 1/2-,5/8-.3/4- 85,000 120,000 ASTM-A 325 Quenched & Tempered 7/8".1' 7/8", 1" 78,000 115,000 1-1/8" - 1-1/2" 74,000 105,000 ASTM-A 354 Low Alloy Steel, 1/4"- 2-1/2" 80,000 105,000 Grade BB Quenched & Tempered Over 2-112" - 4" 75,000 100,000 ASTM-A 354 Low Alloy Steel, 1/4" - 2-1/2" 105,000 125,000 Grade BC Quenched & Tempered Over 2-1/2" 4" 095,000 115,000 htto://shoDswarf.orcon.net.nz/boltid.htm 05/08/02 icienuncation marKings on L$OJE rieaus, AO LIvL Or. ,)1tZ ,W.1IU4LUS rarc z. vi Low or Medium Carbon SAE-Grade 5.1 Sleet. Quenched & Tempered, Up to 3/8' mcI. 85.000 120,000 with Assembled Lock Washer Medium Carbon Alloy Steel. SAE-Grade 7 Quenched & Tempered, 114"- 1-1/2" 105.000 133,000 Roll Threaded after Heat Treatment Medium Carbon Allo SAE-Grade 8 Steel, 1/4" - 1-1/2" 120,000 150,000 Quenched & Tempered [ ASTM-A 354 Alloy Steel, 1/4"- 1-1/2" 120.000 150,000 _ Grade BD Quenched & Tempered - ASTM-A 490 Alloy Steel, 1/2" -.2-1/2" 120,000 150.000 Quenched & Tempered Over 2-1/2" - 4' 105,000 140,000 Index http:llshonswarf.orcon.net.nzlboltid.htm . 05/08/02 I3'l 402 4E6 2790 44f Introduction to Aluminum Alloys and Tenspes Table 1 (continued) Town a-. Is . * -ISO IT.M. Pd'.gw _!1 w IL _I_I 44 6063.0 6061TI 23 22 7 53 ... 20 ... 25 -. tO $ 41DM (0.0 6663.T4 23 33 22 ... .-. 42 ... 54 ... 9 Itw 6093.T$ 2 -, 21 22 611 I? -. 20 30.0 10.0 606145 35 '2 ... 72 21 10 lad 6063-T23 37 9 ... 92 22 ... (0.0 SI63-TO31 70 27 30 ... 70 13 .. 10.0 6063(132 42 39 12 ... 95 27 ... t0 I 6066-0 72 12 .. II 43 14 .. tn.O 6066-74.7431 52 30 ... It 90 29 -- 10.0 - 6066-71L 7651 37 32 ... 17 520 34 56 10.0 6070-TO 53 SI 10 x 54 1010 6101-Hill 24 II ... .. ... ... ... 20.0 6101-TO 22 21 15(2) 71 20 6262-79 35 35 .. to 120 35 33 10.0 6351.74 36 7.2 20 .. -. ... 50.0 I-T,6 AS ...635 61 14 .. 93 29 53 50.0 6463-TI 22 33 30 ... 42 14 20 20.0 6463.75 27 21 52 ... 60 I? to LQ.0 6463-79 35 75 U ... 74 22 10 10.0 - 7049-773 93 65 ... 12 535 44 ... 10.4 7040-t7352 75 63 -.. II 133 43 .. 10.4 . 1060-173510.773$I1 72 63 ... 12 .. . .. 20.4 705047431(2) 76 46 ... SI .. .44 047651 90 72 ... It ... 47 .. Al 7075.0 33 IS 17 36 90 . 20 .. 304 . 3075-76 7651 13 73 It II 121 42 23 10.4 - A)d1d7073.0 32 24 27 .. .. 22 .. 20.4 V 2 Aklgid 7015-76 TOSS 76 67 11 46 ... 104 • 20 7175-11 76 66 . II 13$ 42 23 10.4 21 7579-s 33 IS Is 56 . ... ... 10.4 7579-70.T651 69 75 10 II ... .. ... 10.4 7179-Vt 77431 .-. It ... -.. .- 10.3 A 650114 1179-0 33 14 16 ... .. ... -.. 10.4 #jclgid 717*-76.T65I II 71 10 ... ... ... ... IDA .. - A 7415-T61 32 71 It ... ... ... . 20.2 1475-T611 IS 14 .. 13 .. ... . 10.4 : k 747547351 72 61 -- £3 -. .. ... 104 Al 1473-1761 73 63 12 .. .. ... . 10.2 ., 1475.17631 77 67 ... 22 ... ... ... (04 .01 30 25 Akkd 7475.765 iS 66 II Ak1.47475-7761 3' 65 12 ... ... .. . 503 - 25 1516-30.4 27 24 15 .. . 10 ...10.0 lsud.gi IN . s l3L 1*5 The isOsiud a2aI sài lm.id.* Sat SI atpt0 .W a NOW OatS. qNt9.d SIito mut1& Sat 0 t.srat ti iit .s*at r )Scs 4111N Ut atI I14 (-ogi.3 a. arwavelo* .4 106 awned ID atSal S. 0.0. MAN' 4)55 S14UCaC ASI 494 01AtV1dkl Mdq.gi.4d r." CN'çuod4ssOd.1*ImmSfii.,., I. at IWO di m. (4(350.0 's ft"datpilat of Wsxatmatl, 226 h 6.4Sf o .. ) l3.1I2• .* * diNp€9.U1NN'ly 1DM. NV 7351 aid7061 nut SatnuduigilNd736 TML IVI$NU1* I (31143'. S.qJ ut uttb iu1Sutc. lug ip is tatma, *2 a qL.NZ 773663. autqataia. SI PAW as I(Sa.51a5.. '41 wa 0 12, 4 LI FIELD AND FILE ,CA 1570 S. 54 Cn Exp. 06130TOD19 civil- OF C Archffwk F & F 2/15/19 TJR REV1 2/5/19 TJR Drawn: 1/22/19 1 TJR 01 city 90Wt9%Ofl Mapes Architectural Canopies 7748 N. 56th St. 0 \JEO S Lincoln, NE. 68514-9724 SS Ph: (888) 273-1132 - Fz: (877) 455-8572 email: cadmapes.com fi'opased far - LA BRUNA CONSTRUCTION (53315) IRVIIVE CA (949) 494-2555 lob Name: 1803-WEST COAST SEL? STO G / CARWBAD, CA PREV20I9-0060 2405 COUGAR DR WEST COAST SELF STORAGE: DEFERRED SUBMITTAL FOR ARCHITECTURAL CANOPIES DEV2017-0088 2090404200 CBC2018-0006 3/21/2019 ___ PREV20I9-0060 M4407 - 1803-WEST COAST SELF STO RAGE / CARLSBAD LA BRUNA CONSTRUCTION / IRVINE, CA General Notes: Design Notes: ALL FASTENER HOLES NOT OTHERWISE NOTED ARE TO BE FIELD DRILLED ALL FASTENERS NOT OTHERWISE NOTED ARE STAINLESS STEEL OR ALUMINUM ADEQUACY OF WALL AND BUILDING STRUCTURE -MUST BE CERTIFIED BY BUILDINGS ENGINEER OF RECORD WALL SYSTEMS W/ EIFS, BRICK VENEER OR METAL PANEL EXTERIOR DESIGN TYPICALLY REQUIRE COMPRESSION SPACERS TO PREVENT CRUSHING, SUPPLIED BY MAPES IF NEEDED, MAPES SUPPLIES 1026 DOM TUBING FOR COMPRESSION SPACERS. THE TUBING WILL BE SUPPLIED IN 24" LENGTHS - - TO BE CUT DOWN IN THE FIELD AS NEEDED. ENOUGH TUBING WILL BE SENT FOR 6" PER ANCHOR POINT UNLESS OTHERWISE NOTED. IT'S INTENT IS ONLY TO SPAN THROUGH ANY NON—STRUCTURAL EXTERIOR CLADDING. 8. MAPES SUPPLIES ALL HARDWARE NEEDED TO ANCHOR CANOPY TO STRUCTURE. ALL STRUCTURE BEARING LOAD OF CANOPY ANCHORS IS TO BE DESIGNED, ENGINEERED AND SUPPLIED BY OTHERS. Drawing Schedule Page # Description 01 Cover 02 General Information 03 Canopy Plan - A 04 Canopy Plan - B 05 Section AA 06 Section BB 07 Section CC 08 Section DO 09 Section EE 10 Section FF 11-17 Details CANOPY DRAWINGS WILL BE ENGINEERED AND STAMPED FOR CARLSBAD, CA FINISH SHALL BE BRONZE BAKED ENAMEL SEALANT BY CANOPY INSTALLER SURROUND WALL ANCHORS WITH WATER TIGHT SEALANT EMBED ALL WALL ANCHOR WASHERS IN SEALANT TO PROVIDE WATERTIGHT SEAL AT WALL TO ENSURE PROPER DRAINAGE, INSTALL CANOPY WITH POSITIVE CAMBER MAPES CANOPIES REQUIRE DRAINAGE EVERY 20 LINEAL FEET INTERMEDIATE RIVETS 4'-0" O.C. MAX. FIELD DRILL DRAIN HOLES IN FASCIA @ DESIRED DRAIN STUB LOCATIONS Engineering Notes: DESIGN CONFORMS WITH: •• 2016 CALIFORNIA BUILDING CODE LIVE LOAD = 20 PSF (RED.) •• WIND LOAD = 110 MPH see EXPOSURE: C of SEISMIC DESIGN CAT: D D S-1 1 -(K ca Fn- Exp. 61:0117,201 CIVI OF C I F & F I 2/15/19 I TJRI REV1 1 2/5/19 TJR Drawn: I 1/22/19 I TJRj Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 1: (877) 455-6572 email: cademapes.com Pmpmd IA BRUNA CONSTRUCTION (53315) IRVINE A (949) 494-2555 Job Name: 1803-WEST COAST SlIP STORAGE / CAP.IISBAD, CA P0 11803-85185 dtd 1/18/19 Mg p304217 M4407 sheet: 102 Feb. 15, 19 - 1 of 17 ONE CANOPY THUS CANOPY 12'-0" OVERALL Architect: brawn: 1/22/19 () CANOPY PLAN Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 J: (877) 455-6572 email: cadmapes.eom 2;pmed1z BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 lob Name: 1803-WEST COAST SELF STORAGE / CARlSBAD, CA P0 #1803-05185 dtd 1/16/19 UQ 1304317 (lEA) M4407 sheet: 1 03 Feb. 15, 19 1/2. = i'-O of 17 ONE CANOPY THUS CANOPY 21'-Oo OVERALL () CANOPY PLAN 3- 115 O" CDI0 J UI 0k iP6T57 rn Exp. 0613012019 Q'* cfv OF C Eftwn:1/22/19TJR Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 A. (877) 455-6572 email: cadmapes.com PropamdIoz LA BRUNA CONSTRUCTION (53315) IRVlNE CA (949) 494-2555 Job Name: 1803-WEST COAST SELF STORAGE / CARLSBAD. CA P0 11803-05185 did 1/16/19 MG #304217 (lEA) sheet: M4407 04 Feb. 15, 19 112. = 1'-O of 17 112"0 THRU BOLT W/ WASHERS & NUT 2 112"X12"X.040 ROLL FC ALUM. DECKING .040 ALUM. INTERMEDIATE 4"X2"X.500X4'-0 3/8" SECTION SUPPORT BLADE WELDED TO 6 1/4777.500 PLATE 4'-?" (8" FASCIA) 4'-1"16 (12" FASCIA, - 6" 1,—on HANGER BLADE (3) SECTION @ MAPES SUPPLIES ALL HARDWARE NEEDED TO ANCHOR CANOPY TO STRUCTURE. ALL STRUCTURE BEARING LOAD. OF CANOPY ANCHORS IS TO BE DESIGNED, ENGINEERED AND SUPPLIE J?S D Y OTHERS. B By 1.. £2 .."• 77 1/2"0 THREADED ROD W/ WASHER. NUT W1 HILI1 HIT-HY 270 EPDXY ANCHOR SYSTEM (BY OTHERS) @ 5" MIN. EMBED INTO FILLED CMU emw ZO 40615 CD m ul Ca Exp- I9i °j CIV OF C 4rchitecL F & F 2/15/19 REV? 2/5/19 TJR Drown: 1/22/19 TJR Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 1: (877) 455-6572 email: cadmapes.aom Pmpmd far LA BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 lob Name: 1803-WEST COAST SELF STORAGE / CAPJ,SBAD, CA P0 418O3-1i5185 dtd 1/16/19 MQ 1304M7 (JK4) sheet: 1M4407 1 (it) Feb. 15, 19 11/2" = 1'-0" of 17 L 1'-0" 1'-O" - 6" sr— 1/2"0 THRU BOLT I WI WASHERS I &NUT r 1, 00 -r '!.... - , 1• 2 1/2"X12"X.040 ROLL FORMED ALUM. DECKING '— .040 ALUM. INTERMEDIATE TROUGH "X2"X.500X4'_0 3/8" SECTION UPPORT BLADE WELDED TO 1/4"X7"X.500 PLATE II II jii 4-1 I (8 FASCIA) n s, 4-, 1-3 (12 FASCIA) MAPES SUPPLIES ALL HARDWARE NEEDED TO ANCHOR CANOPY TO STRUCTURE. ALL STRUCTURE BEARING LOAD OF CANOPY ANCHORS IS TO BE DESIGNED, ENGINEERED AND SUPPLIED BY OTHERS. 1/2"øX24" THRU THREADED ROD W/ WASHERS. NUTS & 3"ØX.25 6 PLTD STEEL BACKING PLATE t'4" C61570— g Exp. 06130(2019 ArchitecL F & F 2/15/19 TJR REV1 2/5/19 TJR Drawn: 1122119 TJR Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fz: (877) 455-5572 email: cadmapes.com Pnpawd for LA BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 Job Name: 1803-WEST COAST SELF STORAGE -/ CARLSBAD, CA P0 #1803-05185 dtd 1/16/19 UQ 130421? (JK4) Rep: sheet: M4407 1/6 Feb. 15, 19 1 1/2" = 1'-0" I of 17 - () SECTION @ HANGER BLADE Scale: 11/2" = 1'-0" U 10 L-00 i \L-0 1 1/2-XI 1/2ux.125x7n EKIR. ALUM. FASC14 CORNER SUPPORT ANGLE 1/2"0 THREADED ROD WI WASHER, NUT W,/ HILT1 HIT-HY 270 EPDXY ANCHOR SYSTEM (BY OTHERS) @ 5" MIN. EMBED INTO FILLED CMU - DRAIN STUB (**FIELD LOCATE AND INSTALL") 4'-I" (8" FASCIA).. 4'-1" (12" FASCIA) ( SECTION @ END CANOPY Scale: 1 1/2" = 9I C61570 I ;; Exp. 0613012019 Jj Civ OF ArvhltecL F&F 2/15/19 TJR REV1 2/5/19 TJR Drawn: 1/22/19 TJR F s tectural ies th St. . 68514-9724 273-1132 455-6572 mapes.com P_ fr . LA BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 Job Name: 1803-WEST COAST SELF STORAGE / CARLSBAD, CA P0 #1803-05165 dtd 1/16/19 MQ 1304217 0141 Rap: M4407 sheet: 07 Feb. 15, 19 11/2" = 1'-O° of 17 M4PES SUPPLIES ALL HARDWARE NEEDED TO ANCHOR CANOPY TO STRUCTURE. ALL STRUCTURE BEARING LOAD OF CANOPY ANCHORS IS TO BE DESIGNED, ENGINEERED AND SUPPLIED BY OTHERS. 3"X. 125X12" EXTR.ALUM. FINISHING PLATE EXTR. ALUM. FASCI4 'F END SUPPORT BRACKET 3/8"0X5" MACH. BOLT 1/4"øXl 1/4" ASSEMBLY BOLT W/ NUT 2 112 EX7R. ALUM. SPACER 2"x2"X. 1875x12" EM. ALUM. FINISHING ANGLE 2"x2"X. 1875x12" EXTR. ALUM. FINISHING ANGLE 1 u / MAPES SUPPLIES ALJ SUPPLIED I NEEDED TO ANCHOR STRUCTURE. ALL 3'(. 125X12" BEARING LOAD )EXTR. ALUM. ANCHORS IS TO FiNISHING PLATE BY OTHERS. EXTR. ALUM. FASCIA ENGINEERED A / f END SUPPORT BRMCKET 3/8"øX5" MACH. BOLT 1/4"øX1 1/4" ASSEMBLY BOLT W/ NUT 1/2"X3"XJ 5/8" EXTR. ALUM. SPACER ______ - - -.------------ - EXIR. ALUM. FASCIA I / I 1/2'K1 112-x 1250- CORNER SUPPORT ANGLE "—DRAIN STUB / (**flEw LOCATE 1/2"0X24" THRU THREADED ROD I AND INSTALL") W/ WASHERS, NUTS & 3"øX.25 PLTD STEEL BACKING PLATE 4'- 1" (8" FASCIA) - A 1 430 16 '1 /4 SECTION @ END CANOPY Scale: 1 1/2" = li-oil 2'C61570 E .06130019 OF C Architect: F & F 2/15/19 TJR REV1 2/5/19 TJR Drown: 1/22/19 TJR 7Mapes ctural Canopies 7748 N. 56th St. Lincoln, AVE. 68514-9724 Ph: (888) 273-1132 .Fz: (877) 455-6572 email: cadmapes.com Picpcsvdfcr LA BRUNA CONSTRUCTION (53315) IRVJIVE CA (949) 494-2555 lob Name: 1803-WEST COAST SELF STOR4GE / CARLSBAD, CA P0 #1803-05185 did 1/18/29 MQ #30421? (JZU M4407 sheet: 08 Feb. 15, 19 1 1/2 = 1'-O" I of 17 CANOPY (A) 12'-O" OVERALL 3'-10 13/16" (TO) (T 1/210 THREADED ROD W/ WASHER, NUT / W/ HIL11 HIT-HY 270 EPDXY / ANCHOR SYSTEM (BY OTHERS) / @ 5" MIN. EMBED INTO FiLLED CMU I f iu' 2" H- j/- 1/2" SEC1 BLADE 3'-10 5/16" (SECTION) S. Hh (SEC () TRANSVERSE SECTION Scale: 3" = - / 2 1/27127.040 1 1/274 711673147.1250-10 7/8" I ROLL FORMED EXJR. ALUM. SECTION SUPPORT ANGLE —i ALUM. DECKING .040 INTERM 11 - - 3'-10 13/16" (cTO€) EG) DRAIN STUB (**RELD LOCATE AND INSTALL**) 1 3'-10 5/16" (SECTION) 7Z6 I I - F U L Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fx: (877) 455-6572 email: cadmapes.com —ft' LA BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 lob Name 1803-WEST COAST SELF STORAGE / CARLSBAD, CA P0 #1603-05185 dId 1/16/19 MQ 1304217 (JKA) sheet: M4407 09 Feb. 15, 19 3" = 1'-0 of 17 4'-0 13/16" (f TO ) 01 DRAIN STUB (**FIELD LOCATE AND INSTALL**) 1" 2 4'-O 5/16" (SECTION) 40 a CANOPY (B) 21'-O" OVERALL 4'-0 13/160 3 @ (roc) (T 1/2°0x24" THRU THREADED ROD I PLTD STEEL BACKING PLATE W/ WASHERS, NUTS & 3°ØX.25 2° l/2°SEC] A BLADE 4'-O 5/16° (SECTION) C(C 1 1/2"X4 7/16°XJ/4°X.125X3'-10 7/8° EX1R. ALUM. SECTION SUPPORT ANGLE - la 1" 2 I 2 1/2°X12°X.040 ROLL FORMED ALUM. DECKING .040 IWTERM TI .- _________ 3 @ 4!- (SEC' FF Y TRANSVERSE SECTION Scale: 3° = 1'-0" canQPYtT14jU1U I \ co 6157O M. rn EV. 0613012019 Amitec F & F 2/15/19 TJR REV1 2/5/19 TJR Drown: 1 /22/19 TJR Mapes Architectural Canopies 7748 N. 56th St. Lincoln, NE. 68514-9724 Ph: (888) 273-1132 Fr: (877) 455-6572 email: cadmapes.com Pzvpmed fur LA BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 Job Name: 1803-WEST COAST SELF' STORAGE / CARlSBAD. CA P0 #1803-05185 dtd 1/16/19 UQ 130421? (JZA) sheet: M4407 1 0 Feb. 15, 19 3 = i'-O° of 17 hr. LA BRUNA CONSTRUCTION (53315) IRVINE, CA (949) 494-2555 Job Name: 1803—WEST COAST SELF I Pmpwnd STORAGE / CARLSBAD, CA 0 #1803-05185 dtd 1/18/19 m Q 1304217 (JKAJ ft.- M4407 sheet: 1 1 2 Feb. 15, 19 6 = 1'-O of 17 C.-