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BPAT2019-004678-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Permit Type/Subtype: Application Number: Property Address: APN: Application Description: Property Zoning: Application Valuation: Applicant: Mike Etheridge 79961BARCELONA DR LA QUINTA, CA 92253 c&t�t 4 4v Qaikm DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT PATIO COVER/CITY STANDARD/PRE-ENGINEERED - OPEN BPAT2019-0046 43085 W PARKWAY ESPLANADE 609610085 ESPLANADE / 728 SF CANOPY SHADE STRUCTURE ABOVE VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Owner: ESPLANDE COMMUNITY ASSN P 0 BOX 4772 PALM DESERT, CA 92260 $17,000.00 Contractor: DDave Bang Associates SEP 10 2019 1885 North Main Street Orange, ca 92781 CITY OF LA QUINTA 0 (714)335-8251 DESIGN & DEVELOPMENT DEPARTMENT LIc. No.: 795052 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 70001 of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: D34 License No. 795 Date: IdXContrar[nr- OWNER-BUILDER DECLARATION I hereby affirm under penalty of perjury 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, 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, 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 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 Na me. Lender's Date: 9/9/2019 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of t Pave r which this permit is issued. and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: TECHNOLOGY INSURANCE COMPANY INC _ Policy Number: TWC3789068 _ 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 Code, I shall forthwith comply with those provisions. Date: kpplicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). 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 Building Official 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 ofthis 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 city to enter upon the above - mentioned property for inspection purposes. Date: �41101,ature(Applicant o t Date: 9/9/2019 Application Number: Property Address: APN: Application Description: Property Zoning: Application Valuation: Applicant: Mike Etheridge 79961 BARCELONA DR LA QUINTA, CA 92253 BPAT2019-0046 43085 W PARKWAY ESPLANADE 609610085 ESPLANADE / 728 SF CANOPY SHADE STRUCTURE ABOVE $17,000.00 Owner: ESPLANDE COMMUNITY ASSN P 0 BOX 4772 PALM DESERT, CA 92260 Contractor: Dave Bang Associates 1885 North Main Street Orange, ca 92781 (714)335-8251 Llc. No.: 795052 Detail: 728 SF CANOPY SHADE STRUCTURE ABOVE PLAYGROUND AT COMMUNITY PARK. STEEL FRAME W/ FABRIC PER SITE SPECIFIC ENGINEERED DESIGN. THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2016 CALIFORNIA BUILDING CODES. Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN 101-0000-42404 0 $107.27 DESCRIPTION ACCOUNT CITY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $105.66 Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $212.93 DESCRIPTION ACCOUNT CITY AMOUNT RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 Total Paid for RECORDS MANAGEMENT FEE: $10.00 DESCRIPTION ACCOUNT CITY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $2.21 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $2.21 DESCRIPTION ACCOUNT CITY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 TOTALS: $231.14 ta Q�'a — CALIFORNIA - PERMIT # /3�'AM(47 -0011�' PLAN LOCATION: rc w PAArcW s Project Address: Project Description: APN #: 0VV Applicant Name: Address: City, ST, Zip: Telephone: - Ole-- 0166 Email: Project Valuation $ /7 Contractor Name: ew SFD Construction: Address: Conditioned Space —.SF City, St, Zip Garage SF Telephone: Patio/Porch SF Email: Fire Sprinklers SF State Lic: 7Q City Bus Lic: Architect/Engineer Name: Construction Occupancy: Address: Grading: City, St, Zip Telephone: Bedrooms: Stories: # Units: Email: State Lic: City Bus Lic: Property Owner's Name:44,,.4 New Commercial / Tenant Improvements: Address: Total Building SF City, ST, Zip Construction Type: Occupancy: Telephone: 70 " C- Ildl Email: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 OFFICE USE ONLY, # T Submittal Required Received Plan Sets Structural Calcs Truss Calcs 1 Title 24 Calcs CVWD Fire Flow Letter Soils Report Grading Plan (PM10) Landscape Plan Subcontractor List Grant Deed HOA Approval School Fees Burrtec Debris Plan Planning approval j Public Works approval Fire approval City Business License _LE IN All T1 E CITY OF LA MAMA, COUNTY OF RNtERME, STATE OF CALFOFM 29323,.-3,' O RACT • BEING A SUBDfVXKW OF A PORTION OF THE SOUTHEAST %4 OF SECTION 17 OF TOWN&4 SOUTH, RANGE 7 EAST, SAN BERNARONYO BASE AND MEFKAAN NACKER ENGINEERING, INC. OCTOBER,2000 I 'r ��I�JJJrI rJI F r1 J-3 r- A f Jl\ll r j\lJ. EAST -WEST QUARTER SECTION I —\ I N 89'49'04" E 60D.56' LINE SEC. 17, T.5S., R.7E. 181.30' 219.28' 1 139.90, 60.10, LOT 7' 0.88 ACRE WELL SITE N 89'49'04' E 200.00' N 84'13'41' E 121.50' k NEw b°'°ll 2 15 00 LOT H LOT A 030 z 1.16 ACRE S 0.17 ACRE A �G�� c`' OPEN SPACE 2 PRIVATE STREET 71T49101E (R) y N 84.515.3" W 85.72' l r7 1�9 + �a6s18 14 et C) CN X Structural Calculations for Esplanade Pkwy 26'X28' (4)-Pole Single-"E I V E D La Quinta, California AUG 21 2019 CITY OF LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT Basisof Design..................................................................................... 1 CanopyLayout and Tributary Areas............................................................ 2 Calculaton of Design Wind Loads - Main Force Resisting Systems ...................... 3 Calculation of Design Wind Loads and Moments ............................................. 4-7 Column and Foundation Calculations........................................................... 8 Beam Calculations.............................................................................. 9-10 Seismic Analysis vs. Design Wind Loads ..................................................... ............... 11-12 ALNET CFM Approval Certificate............................................................. 13 ALNET Extrablock Material Properties....................................................... 14-18 Esplanade Pkwy 28'X32' (4)-Pole Single -Canopy Details ........................... Sheets 1-2 �ri'Zd�� — 00 e�af 10N ' December 20, 2018 CITY OLDLN BUIL C62563 ��`+ m REV 1" 25, wff CAUI o DATE= — C l-ry— Structural Calculations and Design Details Applicable to Installation of One - 28'X32' (4)-Pole Single -Canopy at the Subject Site AAMnc CoNsuLTANT& PLIX 2447 W 12th Street, Suite 1 Tempe, AZ 85281 Phone: (480) 927-9696 Fax: (480) 927-9797 AN1WrQ6C0N8U1a1ANT8 GENERAL NOTES & BASIS OF DESIGN CLIENT: PROJECT: Cuutonf Canoplas - Dave Sang Prepared By: MJK Checked By: MJK Date: 06/25/19 Esplanade PK y 26'x26'td}•pole Slogle-Canopy La Quinta, Californla 1. BUILDING CODE ............................ CBC 2016 ASCE 7.10 2. GRAVITY DESIGN: Sail / Roof Sail Cloth Ventilation Reduction: N/A EXPOSURE .......:........... .. C Seismic Design Category = D OCCUPANCY CLASS .................... A Risk Category = 11 3 SECOND WIND GUST ................ 110 (mph) Structure Obstructed: N Live Load: 1 5 sf) I Dead Load: 0.07 sf) I Snow Load: 0 ( sf) 3. SOILS: Soilbearing pressure ........................... Minimum footing depth ............................ CONCRETE 1,000 psf Soil lateral bearing pressure .............. 100 psf 12 (inches) Unless local conditions are greater 1. CODES AND STANDARDS. Comply with the following Codes: A. ACI 318, 'Building Code Requirements for Reinforced Concrete", B. ACI 347, "Recommended Practice for Concrete Form Work". 2. MATERIALS shall conform to the following: A. Cement; ASTM C150, Type V, Portland Cement. B. Hard rock aggregates: ASTM C33 Lightweight aggregates: ASTM C330 C. Water shall be potable. 3. MIX DESIGNS: A. The maximum slump shall be 4" w/o plasticizer added. B. Use pea gravel and/or plasticizer in congested areas. D. Air entrainment: ASTM C260 E. Fly ash: ASTM C618 F. Calcium chloride SHALL NOT be used. C. Limit fly ash to 20% of the total cement. D. Concrete mixes shall conform to the following: 28 Day Min Design Dry Max Cement Strength Weight Aggregate Entrained Per CY Type of Concrete Member (psi)* W/C Ratio (ct) Size (inches) Air (%) lbs) Footings & Slabs on Grade 2500* 0,45 150 3/4 3 fl 517 -tapcctat mspecuon not requtrcu - increase as , cqutrea Dy focal case tar suipnate restsrance/ 4. CONSTRUCTION: A. Mechanically vibrate concrete during placement. 5. FOOTINGS: B. Center footings on structure above, UNO. C. Exterior footings to be embedded a minimum depth. STEEL 1. CODES AND STANDARDS. Comply with Reinforcing: 60 ksi A-615 - Grade 60 Roof Decking: 50 ksi A-792 - Grade 50 Bolts ASTM A36, ASTM A307 as specified on details A. CRSI "Manual of Standard Practice", B. ACI 'Detailing Manual", ACI 315 (or SP-66). HSS Tube: 46 ksi A -500 Pipe: 36 ksi A-501 2. CONSTRUCTION: A. Detail, bolster, and support all rebar. Tie bars securely with proper clearances before casting concrete. B. Use rebar free flaky rust, erea,4c. khn. and other materials, which affect bond. C. Minimum lap splices (inches): I Bar # 1 #3 1 #4 1 #5 1 #6 Inches L 16 20 1 24 1 33 D. Make cold bends. DO NOT use heat. DO NOT re -bend a previously bent bar. E. Minimum concrete cover: (securely position and anchor rebar prior to pour) Cast against and permanently exposed to earth .......... 3 (inches) Slabs -On -Grade (SOG)............................................ Center of slab, UNO F. DO NOT weld reinforcing unless specifically noted, AMIWE CONSUT I!'ANTS FS Column / Member FS©=1.61 Vertical Column A FSO=2.18 Ridge Beam Sizing FS0=5.81 :Rafter Beam Sizing FS©=3.11 Ridge & Rafter Soieot Roof Snow Load [IBC 1608. ASCE 71 CLIENT: PROJECT' [."onl Cancpl" - Dave Banq Prepared By: MJK Checked By: MJK Date: 06/25/19 Ceplanatta Pkwy 26'X26't4)•Po1a Single-Caropy to 4uinta, California Alnet Extra Block. Comm 95 or Mise Appurtentmccs & Matls: Member Type/Size PIPE 4 SCH 40 HSS 2,875x11 guage HSS 2.875xl i guage HSS 2.5000.188 (Eq 7-1) Pt=0.7*Ce*Ct*I*pg pg Ground Snow Load= 0 psf pt= II psf C.—Exposure Factor= 1.0 [ASCE T 7-2] C,*= Thermal Factor— 1.2 [ASCE T 7-3] I= Impoortance Factor-- 1.0 JASCE T 7-4] CS Sloped Roof Coe 1.00 [ASCE F 7-2] (Eq 7-2) Ps CS*Pr N= psf Areas: CNw = 364 ISF CNL = 364 SF Areas: CNN, = 364 SF CNL =1 ISF Vertical Column Foundation Width (in) Depth (ft) Horz Reinf 24 5.50 Vertical Reinforcement: (5) #4 @) 7.5" O.C. Horizontal Reinforcement: (4) #3 @ 6" O.C. Member Weights psf Area Ttl Wt (Ibs) 0.072 728 52 0 728 0 plf L (ft) Ttl Wt (Ibs) 10.8 48.0 518.4 3.71 9.3 34.3 3.71 66.5 243.9 3.71 12 44.0 Total 375 Total/Column 94 Canopy Dimensions V Column A H Column B H Rafter Length (horz; Canopy Heighl Total Hip Length Ridge Beam Length Ridge Beam Trib Width Strut/Brace Length (Herz) Cantilever Length: 26 12 0 2 16.0 0 100 (ft) (ft) (ft) Bolt Dia / Grade 5/8 A36 OK 1/2 A307 OK 1/2 A307 OK 112 A307 OK Lenglh 28 (Ill Columnsl 4 ChI I V 12 (in) H horz rafter length (above frame) AMIVffk CON8tI1X ITS LIENT: CuSWmCallaples- DaveBang Prepared By: MJK RWECi: Eipl9nedn Pkwy 26'X26't4}Pops Singlo•GIa1Cpy Checked By: MJK La Quinla. California Date: 06/25/1 E Calculaton of Design Wind Loads - Main Force Resisting Systems ASCE 7-10 Eq: p=qh*G*CN z Exp ft C 15 0.85 20 0.9 25 0.94 30 0.98 35 1.01 40 1.04 45 1 065 50 1.09 60 1 13 (Eq 27.4-3) [262] Where: qn 0.00256*k,*k,,*kD*V2 Z= 15 k� 0,85 k.i (1+k1*k2*ka)2 k,= 0.29 kz 1.0 k3 0.0 kz 1.0 kD= 0.85 V= 110 mph XXXXX Exposure: C Risk Category: II 3s Wind Gust (mph): 110 Canopy Fabric Design Wind Speed (mph): 110 (Eq 27.3-1) [260] (T 27.3-1) [261] (F 26,8-1) [253] H/LH=O (F 26.8-1) [253] X/LH 0 (F 26.8-1) [253] Z/hH Z/O (F 26.8-1)[253] (T 26.6-1) [250] (F 26,5-1A) [247a] q11= 0.00256*0.85*1*0.85*110^2= 22.38 psf G= 0.85 (S 26.5.8.1) [260] qh*G*(l-V)- 17.12 psi Rise Run Gable Roof Pitch =1 2 12 a= 9.5 Degrees CN Values interpolated to 9.5 degrees CNN, = p (psf) CNL = p (psf) Case A-Clear/Unobstructed Wind Flow: 0°,180° 1.10 18.83 1 -0.33 -5.59 AC, = 1.43 CN(Avg) = Case B-Clear/Unobstructed Wind Flow: 01,1&W 0 17 2.97 1 ACN = 1.35 CN(A,g) = NIM wwo I. #*hw*m M,N - --- F.31 .9la- .4"p15n I .A.. rvs...rr..sonr...F. P!lchvd Vrte Roars okra _ c-d .L.Wi n1E..rV. Ityl Hvyj t%. FlFwuern _ L �nw *die C.. ■ 1 Nlrxl r;iyY n.l�reychon may;\��y eS" -I` a LI .1.. •1 A v] T I Y F 1 ¢ -1l 2z c, A 1.! pl •Il -12 II nl .o■Ot- o -D 1 a r PY a I 1P.o .s- A 411 1P qq ••rr•rrr r♦r/.r///////f f!//!//!rf/!!/ Nw•*rl�yx.wr.►q �VF�m.w•+�f....s...�m.r nhnlfi..•.M-.!.•1 w. .4r mrrw.arr.gw,lr wtMr�wlrw .A wFy.. w.x.r,l �. 1Fr. � F�ti ►�n.ryrJnr4� r w..r/ wI }.,.fM.IMlYi •im IPIWla ff'Jar.lr.m�Wrmyr,�..r. 1••..1w..r.Yr.lir �/r wts+r. mlv ny 1 •+-.+M,v,P.,.+..nM,.Wr Mime+Ymr.l� t `nr�Mrwn.lrrr.wr.wwwwMriw.wwa.�1.i +YM1SA.�.Jind lw.�l....m.,l J,7.w 0.39 -0.50 AMMT CONSUVEINTS CLIENT: PROJECT: Custom Canopies - Dave Bang Prepared By: MJK Checked By: MJK Date: 06/25/19 Esplanade Pkwy 26%28' (4)-Pole Single -Canopy La Quints, California Calculaton of Design Wind Loads - Main Force Resisting Systems CN Values interpolated to 9.5 degrees CNW = p (psf) CNL = p (psf) Case A - Clear/Unobstructed Wind Flow: y=00, 180° 1 10 18 83 1 -0 33 -5.59 1 ACN = CN(Avg) = 0.39 Case A - Clear/Unobstructed Wind Flow: lr0". 180' W = 18.8 psf S = 0.0 psf W = -5.6 psf S = 0.0 psf L = 5 psf D = 0.1 psf L = 5 psf D = 0.1 psf CNW ' 1.10 p= tK.S3 psf CNL = -0.$3 p= Ixf' ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] Note: Negative value = upward vertical force Note: Negative value = upward vertical force [Eq 1] D=• 0.1 psf [Eq 1] I) - 0.1 psf [Eq 21 D+L= 5.1 psf [Eq 2] D L- 5.1 psf [Eq 3] D+(Lr or S or R)= 5.1 psf [Eq 3] D+(Lr or S or R)- 5.1 psf [Eq 4] D+0,75L+0.75(Lr or S or r)= 3.8 psf [Eq 4] D+0.75L+0.75(Lr or S or r)= 3.8 psf [Eq 5] D+(0.6*W or0.7E)- 11.4 psf [Eq 5] D+(0.6*W or0.7E)= -3.3 psf [Eq 6a] D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S orR)-j 12.3 psf [Eq 6a] D+0.75L+0.75(0.6W or 0 7E)+0,75(Lr or S oriu=r 1.3 psf [Eq 6b] D+0,75*L+0.75(0.7E)+0,75S= 1 0.1 psf [Eq 6b] D+0.75*L+0.75(0.7E)+0.75S= 0.1 psf [Eq 7] 0.6D+0,6W= 11.3 psF [Eq 71 0.6D+0.6W= -3.3 psi [Lg 8] 0.6D+0.7E= I 0.0 psf [Eq 81 0.6D+0,7E= 1 0.0 1 psF [Y] [Eq 1 ] [Eq 21 [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] [Eq 5] [Eq 6a] [Eq 7] Forces Case A - Clear/[ Inohstructed Wind Flnw- v--t)° I RO° CNW- CNL= CNW CNL CNW CNL Net 1.10 -0.33 Area Area V. Force V. Force Uplift {psf] w (psf) (sf) (sf) (Ibs) (Ibs) (Ibs) 0.1 0.1 364 364 26 26 N/A 5.1 5.1 364 364 1846 1846 N/A 5.1 5.1 364 364 1846 1846 N/A 3.8 3.81 364 364 1391 139 11.4 -3.3 364 364 4139 -119 12.3 1.3 364 364 4476 47 0.1 0.1 364 364 26 2 11.3 -3.3 364 364 4129 -120 0.0 0.0 364 364 16 162 Max Bearing (this page)= 4476 Horizontal Forces I I -X+l [Eq I ] [Eq 21 [Eq 31 [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] Max Uplift (this page)= (1,206) [Per Side] CNW- CNL- 1 I CNW CNL Net 1.10 -0.33 1 H. Force H. Force H. Force s w s Ibs Ibs (Ibs 11.3 -3.4 679 -202 477 rw 8.5 -2.5 509 -151 358 11.3 -3.41 679 -202 477 Determine Hip and Ridge Vertical Forces a= 9.5 degrees (Vertical forces control) Case A - Clear/Unobstructed Wind Flow- v---Ol' CNW= CNL= CNW CNL [CN(av,)] 1.10 -0.33 V. Force V. Force V. Force w (psf) w (psf) (sf) (psf) (psf) 0.1 0.1 0.07 0.07 0.07 5.1 5.1 5.07 5.07 5.07 5.1 5.11 5.07 5.071 5.07 3.8 3.8 3.82 3.82 3.82 11.4 -3.3 11.37 -3.28 4.04 12.3 1.3 12.30 1.31 6.80 0.1 0.1 0.07 0.07 0.07 0.0 0.0 0.04 0.04 0.04 Max Vertical Loading (this page) = 12.30 Max Uplift Loading (this page) = -3.28 Unbalanced Verticle Load Moments "T" Arms M Arm CNw M Arm CNW CNL Moment CNL Vert Net Moment Moment (ft) (ft) (kip-ft) (kip-ft) (kip-ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - - - - - - - - - Base Moment Calculation - Vertical Column Vert I CNW CNL Horz Net Column Moment Moment Moment (ft)(kip-ft) (kip-ft) ki ft 12.00 8.15 -2.42 12.00 6.11 -1.81 12.00 8.15 -2.42 Max Horz Moment (this page)= 5.73 CW 4.30 CW 5.73 CW 5.73 (+) CW [+) CW (+) CW (+) CW (+J CW (+) CW {+) CW (+] CW (+) CW Max Vert Moment = 0.00 AMMT000NS'U.N.4 NTS CLIENT: PROJECT: CuslomCanupu:s- Dave f3ang Prepared By: MJK Checked By: MJK I Date: 06/25/19 Esplanade "26'X28'(4)-PoieSingle-Canopy 4a Quinla, California Calculaton of Design Wind Loads - Main Force Resisting Systems CN Values interpolated to 9.5 degrees CNW = p (psf) CNL = p (psf) Ot 9,S Case B - Clear/Unobstructed Wind Flow: 7=0o, 180° 0.17 2 97 -1 17 -20 09 AC,, = CN(Avg) _ -0.50 Case B - Clear/Unobstructed Wind Flow: y=0", 180° W = 3.0 psf S = 0.0 psf W = -20.1 psf S = 0.0 psf L = 5 psf D = 0.1 psf L = 5 psf D = 0.1 psf CNW - 0.17 p= 2.'17 psf CNL= •1.17 P. 20.09 psf ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] Note: Negative value = upward vertical force Note: Negative value = upward vertical force [Eq 11 D= 0.1 psf [Eq 2] DtL= 5.1 psf [Eq 3] D+(Lr or S or R)= 5.1 psf [Eq 41 D+0.75L+0.75(Lr or S or r)-• 3.8 psf [Eq 51 D+(0.6*Wor0.71E�-- 1.9 psf [Eq 6a] D+Q75L+0.75(0.6W or 0.7E)+0. 75(Lr or S or R)= 5.2 psf [Eq 6b] D+0.75*L+0.75(0.7E)+0.75S= 0.1 pst [Eq 71 0.6D+0.6W= 1.8 psf [Et] $] 0.6D+0.7E= 0.0 psf [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] [Eq 5] [Eq 6a] [Eq 7] [Eq 1] D= [Eq 21 D+L- [Eq 31 D+(Lr or S or R)- [Eq 41 D+0.75L+0.75(Lr or S or r)= [Eq 5] D+(0.6*W or0.7F.)= [Eq 6a] D+0.75L+0.75(0.6W or 0.7E)+0.75(Lr or S or R)- [Eq 6b] D+0,75*L+0.75(0.7E)+0.75S= [Eq 71 0,6D+0.6W= (Eq 81 0.6D+0.7E = 0.1 psf psf psf psf psf psf psf psf psf 5.1 5.1 3.8 -12.0 -5.2 0.1 -12.0 0.0 Forces Case A - Clear/Unobstructed Wind Flow: v=0°_ 180° CNW - CNL - CNW CNL CNW CNL Net 0.17 -1.17 Area Area V. Force V. Force Uplift w(psf) w(psq (sf) (sf) (lbs) (Ibs) (Ibs) 0.1 0.1 364 364 26 26 N/A 5.1 5.1 364 364 1846 1846 N/A 5.1 5.1 364 364 1846 1846 N/A 3.8 3.8 364 364 1391 1391 N/A 1.9 -12.0 364 364 674 -4361 -3687 5.2 -5.2 364 364 1877 -1899 -22 0.1 0.1 364 364 26 26 N/A 1.8 -12.0 364 364 6rA -4372 -3708 0.0 0.0 364 364 161 16 N/A Max Bearing (this page)= 1877 Horizontal Forces 1 - X +] Max Uplift (this page)= (4,372) [Per Side] CNW- CNL- CNW CNL Net 0,17 -1.17 1 H. Force H. Force H. Force W (psf) w psf) Ibsl Ibs) Ibs) 1.8 -12.1 107 -724 -617 1.3 -9.0 80 -543 -463 1.8 -12.1 107 -724 -617 Determine Hip and Ridge Vertical Forces a= 9.5 degrees (Vertical forces control) Case A - Clear/Unobstructed Wind Flow: v=00 [Eq 1] [Eq 21 [Eq 31 [Eq 4] [Eq 51 [Eq 6iij [Eq 6b] [Eq 71 CNW = CNL - I CNW CNL [CN(avg)] 0.17 -1.17 V. Force V. Force V. Force W (Ps w psll (psf} (Ps (sf) 0.1 0.1 0.07 0.07 0.07 5.1 5.1 5.07 5.07 5.07 5.1 5.1 5.07 5.07 5.07 3.8 3.81 3.82 3.82 3.82 -12.0 1.85 -11.98 5.06 -5.2 5.16 -5.22 0.03 L 0.1 0.07 0.07 0.07 0.0 0.04 0.04 0.04 Max Vertical Loading (this page) = 5 16 Max Uplift Loading (this page) = -11.98 Unbalanced Vertic a Load Moments'T" Arms M Arm CNW M Arm CNW CNL Moment CNL Vert Net Moment Moment (ft) (ft) (kip-ft) (kip-ft) (kip-ft) 0 0 0 0 0 0 00 0 0 00 0 00 0 0 0 Base Moment Calculation - Vertical Column Vert CNW CNL Column Moment Moment ft ki ft (kl ft qift) 12.00 1.28 -8.6912.00 0.96 -6.5212.00 1.28 -8.69 Max Horz Moment (this page)= Case A - rC Case B -y4 CCW CCW 7.41 CCW 7.41 [+) CW {+) CW {+) CW {+) CW {�) CW {+) CW [+} CW [+) CW [+) CW Max Vert Moment = 0.00 Horz Net Vert Net 'Ttl Base Moment Moment Moment (kip-f[) (klp-ft) (kip-ft) 5.73 0.00 0.00 7.41 0.00 0.00 Note: Use maximum moment values for determination of cantilever hips at Canopy and Vertical Columns (following pages) UENT AM M"TH CONSULTANTS 'PROJECT: CustWn,Ca�,orW26'XDave 4).P0 Prepared By: MJK pRo�ecT: ecPwaaee pxwr zs'xze'(�).pote Stnele-cnn" Checked By: MJK is ouinta, California Date: 06/25/19 Calculaton of Design Wind Loads - Main Force Resisting Systems CN Values interpolated to 9.5 degrees CNW = p (psf) CNL = p (psf) at - Case A - Obstructed Wind Flow: y=0", 180' 1 10 18 83 1 -0 33 -5 59 ACN = CN(A,,$) = 0.39 Case A - Obstructed Wind Flow: y=0", 180' W = 18.8 psf S = 0.0 ;78f W = -6.6 psf S = 0.0 psf L = 6 psf D = 0.1 psf L = 5 psf D = 0.1 psf CNW = 1.11c, p=F 18.83 psf CNL 0.33 P. �.r+ psf ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2,4.1 [8] ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] Note: Negative value = upward vertical force Note: Negative value = upward vertical force [Eq 1] D= 0.1 psf [Eq 21 D+L- 5.1 psf [Eq 31 D+(Lr or S or kl- 5.1 psf [Eq 41 D+0.75L+0.75(Lr or S or tl= 3.8 psf [Eq 51 D+(0.6*W or 0.7E)- 11.4 psf [Eq 6a] D+0,75L+0,75(0,6W or 0,7E)+0.75(Lr or S or Rl- 12.3 psf [Eq 6b] D+0,75*L+0.75(0.7E)+0.75S = 0.1 psf [Eq 71 0 6D+0.6W= 11.3 psf r;g81 06D+07E= fY] [Eq 1] [Eq 21 [Eq 3] [Eq 41 [Eq 5] [Eq 6a] [Eq 6b] [Eq 71 [Eq 8] [Eq 5] [Eq 6a] [Eq 7] [Eq 1] [Eq 21 [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 71 Forces Case A - Clear/Unobstructed Wind Flow: y=00, 180o CNW, = CNL = CNw CNL CNW CNL Net 1.10 -0.33 Area Area V. Force V. Force Uplift W (psf) w (psf) (sf) (sf) (Ibs) (Ibs) (Ibs) 0.1 0.1 364 364 26 26 N/A 5.1 5.1 364 364 1846 1646 N/A 5.1 5.1 364 364 1846 1846 N/A 3.8 3.8 364 364 1391 1391 N/A 11.4 -3.3 364 364 4139 -1195 N/A 12.3 1.3 364 364 4476 475 N/A 0.1 0.1 364 364 26 26 N/A 11.3 -3.3 364 364 4129 -1206 N/A 0.0 0.0 364 364 16 16 N/A Max Bearing (this page)= 4476 Horizontal Forces rIX-+-Il D+(Lr or S or R)= D+0.75L+0.75(Lr or S or 0-- D+(0.6*W or 0.7F), D+0,75 L+0.75(0.6 W or 0.7E)+O.75(Lr or S or R!� D+0,75*L+0-75(0-7E)+0,75S = 0 6D+0 6W= 06D+07E= 0_1 5.1 5.1 t lnhalanned Vertinla I oad Mnments "T" Arms M Arm CN,N M Arm CNW CNL Moment CNL Vert Net Moment Moment (ft) (it) (kip-ft) (kip-ft) (kip-ft) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - Max Uplift (this page)= (1,206) [Per Side] Max Vert Moment = 0-00 Base Moment Calculation - Vertical Column CND,,, = CNL = CNW CNL Net 1.10 -0.33 H. Force H. Force H. Force w s w s Ibs) (Ibs) (Ibs 11.3 -3.4 679 202 880 8.5 -2.5 509 151 660 11.3 -3.4 679 202 880 Determine Hip and Ridge Vertical Forces a= 9.5 degrees (Vertical forces control) Case A - Clear/Unobstructed Wind Flow: v=00 [Eq I I [Eq 21 [Eq 3] [Eq 41 [Eq 5] [Eq 6a] [Eq 6b] [Eq 71 C,w = CNL = CNW CNL [CN(ovg)] 1.10 -0.33 V. Force V. Force V. Force W (psf) w (psf) f sf) (s) (sf) 0.1 0.1 0.07 0.07 0.07 5.1 5.1 5.07 5.07 5.07 5.1 5.1 5.07 5.07 5.07 3.8 3.8 3.82 3.82 3.82 11.4 -3.3 11.37 -3.28 4.04 12.3 1.3 12.301 1.31 6.80 0.1 0.1 0.071 0.07 0.07 0.0 0.0 0.041 0.04 0.04 Max Vertical Loading (this page) - 12.30 Max Uplift Loading (this page) - -3 28 Vert CNvr CNL Horz Net Column Moment Moment Moment ki (ki ft) ki -ft 12.00 8.15 2.42 12.00 6.11 1.81 12.00 8.15 2.42 Max Horz Moment (this page)= 10.57 CW 7.92 CW 10.57 CW 10.57 {+) CW [+) CW (+) CW {+) CW {+) CW (+) CW [+] CW (+) CW (+) CW AMMTE CO\ ;1ZAn'T CLIENT: PROJECT: CustornCnnoplm - Dave Bong Prepared By: MJK Checked By: MJK Date: 06/25/19 Esplcnvie P" 26'X2a' (4)-Pole$lnplo�CennW In ouinta, California Calculaton of Design Wind Loads - Main Force Resisting Systems #REF! CNW = P (Psf) CNL = P (Psf) Li= Case B - Obstructed Wind Flow: 7=0°, 180' 0.17 18.83 1 -0 33 -5 59 AC, = CN(Avg) _ -0.08 Case B - Obstructed Wind Flow: y=0o, 190' W = 18.8 psf S = 0.0 psf W = -6.6 psf S = 0.0 psf L = 5 psf D = 0.1 psf L = 5 PSI D = 0.1 psf CNW = O.iT P. i8,83 psf CM, = P. 5,6 psf ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2.4.1 [8] ASD Load Combinatons: (IBC 2012 ASCE 7-10 S2,4.1 [9] Note: Negative value = upward vertical force Note: Negative value = upward vertical force [Eq 1] Da 0.1 psf [Eq 1] D= 0.1 psf [Eq 21 D+tom 5.1 psf [Eq 2] D+L-- 5.1 psf [Eq 31 D+(Lr or S or itl= 7 psf [Eq 31 D+(Lr or S or R)= 5.1 psf [Eq 41 D+0,75L+0.75(Lr or S or rl- 3.8 psf [Eq 41 D+0.75L+0.75(Lr or S or r)= 3.8 psf [Eq 5] [Eq 6a] [Eq 6b] [Eq 7] [ Erl NJ [Y] [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 51 [Eq 6a] [Eq 6b] [Eq 7] [Eq 8] [Eq 5] [Eq 6a] [Eq 71 D+(0.6"W or 0,71:1- 11.4 psf [Eq 51 D+0,75L+0,75(0,6W or 0. 7E)+0,75(Lr or S orRp 12.3 psf [Eq 6a] D+0,75"L+0.75(0.7E)+095S = 0.1 psf [Eq 6b] 0, 6D+0, 6W= 11.3 PSI` [Eq 7] 0.6D+0.7E= 0.0 osf 11-n Al Forces Case A - Clear/Unobstructed Wind Flow: v=0o. 190' CNW, = CNL = CNW' CNL CNW CM, Net 0.17 -0.33 1 Area Area V, Force V. Force Uplift {paf) w (pa (so (110 (Ibs) (Ibs) (Ibs) 0.1 0.11 364 364 26 26 N/A 5.1 5.1 364 364 1846 1846 N/A 5.1 5.1 364 364 1846 1846 N/A 3.8 3.8 364 364 1391 1391 N/A 11.4 -3.3 364 364 4139 -1195 N/A 12.3 1.3 364 364 4476 475 N/A 0.1 0.1 364 364 26 26 N/A 11,3 -3.31 364 364 4129 -1206 N/A 0.01 0.01 3641 3641 161 16 N/A D+(0.6*W or 0.7E)= -3.3 D+0.75L+0,75(0.6War0.7E)+0,75(Lr or S pr')- 1.3 D+0,75"L+0, 75(0, 7E)+0.755= 0.1 0.6D+0.6W= -3.3 0,6D+0,7E= 0.0 Unbalanced Verticle Load Moments "T" Arms [+) CW (+) CW {+] CW (+) CW (+) CW {+) CW (+) CW (+] CW (+) CW Max Bearing (this page)= 4476 Max Uplift (this page)= (1,206) [Per Side] Max Vert Moment = 0.00 Max Bearing (all pages)= 4476 Max Uplift (all pages)= -4372 [Per Side] Horizontal Forces f - X 1 Base Moment Calculation - Vertical Column 'CNW = Cta, = C', CM, Net 0.17 •0,33 H. Force H.Force H.Force w ( sf) w (psf) (Ibs) Ibs Ids 11.3 -3.4 679 202 880 8.5 -2.5 509 151 660 11.3 -3.4 679 202 880 Determine Hip and Ridge Vertical Forces a= 9.5 degrees (Vertical forces control) Case A - Clear/Unobstructed Wind Flow: v=00 [Eq 1] [Eq 2] [Eq 3] [Eq 4] [Eq 5] [Eq 6a] [Eq 6b] [Eq 71 CNW - CNL = CNW CM, [CN(m,@)] 0.17 -0.33 V. Force V. Force V. Force w (Psfl w (psf) (psf) (Psf) (psf) 0.1 0.1 0.07 0.07 0.07 5.1 5.1 5.07 5.07 5.07 5.1 5.1 5.07 5.07 5.07 3.8 3.8 3.82 3.82 3.82 11.4 -3.3 11.37 -3.28 4.04 12.3 1.3 12.30 1.31 6.80 0.1 0.1 0.07 0.07 0.07 0.0 0.0 0.04 0.04 0,04 Max Vertical Loading (this Page)- 12,30 Max Uplift Loading (this page) _ -3.28 M Arm CNW M Arm CNW CNr Moment CNL Vert Net Moment Moment (It) (It) (kip -It) ()(lp-ft) (kip-fl) 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 - - Vert C)a, Horz Net Coiumn Moment Moment +fty kk 1t kl I 18.15 12.00 2.42 10.57 CW 12.00 1.81 7.92 CW 12.00 2.42 10.57 CW Max HorzMoment (this page)= 10.57 Max Horz Moment (All Pages)= 10.57 Case A - y=( Case B -y=d Case A - 19Y Case B - 180' Horz Net Vert Net Tit Base Moment Moment Moment (kip-ft) (kip-ft) (kip-ft) 5.73 0.00 0.00 7.41 0.00 0.00 10.57 0.00 0.00 10.57 0.00 0.00 Vote: Use maximum moment values for determination of cantilever hips at Canopy and Vertical Columns (following pages) Max Vertical (all pages)= 12.34 Note: Use 10 psf min per IBC/ASCE Max Uplift (all pages)= 1 t.98 Note: Use -10 psf min per IBC/ASCE � ]j��� ]]��� ` NrrK CONsuj,,r,t.NTS CLIENT: CwwmGnvp.. -D-v 1. s P,.PomdBy: MJK �C'�iV1 PROJECT: Efp.nee. Puy 26'x28't41.Pal.&no+a•C.eupy Ch.A.dBy: MJK ILM wnw carl�% M(r 06/25/19 Vertical Column Max aom binod loads: 12.30 psi' Note - Use 10 psf min combined loads: 12.3o p5r or- 9.5 Fixed Base: Trib Area Vertical Columns= 2 Hip Moment = o kip-ft Max Moment at Column (Wind) = 5.28 kip-ft Equivalent Force at Top of Column= 440 lbs Max Vert I Column = 4,476 lbs Total Palo Uplift at Base = (2,186) Ibs Cantiler Beam Moment = (16.20) kip-ft Total Column Moment = 6.28 kip-ft Vertical Column A Total H,r, = 12.0 it Tube Type Schedule 40 Pipe Tube Size PIPE 4 SCH 40 Fy = 42.0 ksi Es= 29000 ksi I= 7.23 in4 S= 3.21 in3 Zx= 4.05 in3 Combined COUrnns=� MR(,-..ue*nn = 5.28 ft-kips Zlm;,,i= 2.52 in' Thickness Designation = 0.237 inches Design Thickness = 0.221 inches O.D = 4.500 inches I.D. = 4.058 inches OMu= Fy*Z/(f2* 12) = 8.488 OK FS = f1=1.67 I FSC=1.61 SaiI I Foundation (Spread) With CMU Surround y kp= 100 psf/ft Allowable Bearing Capacity=B - soon psf Ms= (w*C/2*h3*150)+P*L/2+F*w*h3*L= Skin Friction=F= psr Ms = 7.21 kip-ft hay 1.50 reel Min Side = w = 48 inches Length = L = 46 inches Fndt Mono w/ Slab N Mr. „_ 5.28 kip-ft FS 8pR = 1.00 [ FS Actual =1.65 ] FSo-. of g = 1.00 [ FS Actual =1.36 ] Pole Uplift Fnd Wt = 3,600 lbs Friction Resislanca=1. Fnd Uplift Rasrstanca= .;,f,fl{+ Column Wt= 94 lbs Check[_ OR CMU Chnn Wt = - lbs Fnd Bearing = StY+ psr Ttl = 3,694 lbs Soil I Foundation - Pier h3 = 5.5 €cel (=66") Fnd Wt = 2,592 lbs hr= Height of Applied Force= 12.0 ft Min Diameter = d = 24 iadws Column Wt = 94 lbs Lateral Bearing Pressure= 100 psf 5.3 kip-ft Ttl = 2,G85 Increase Wind/Seismic Loading= 1.333 Soil Lateral Bearing Pressure= 133 psf Constrained Lateral Resistance [IBC Eq 18-3] Estimated Depth= 6.50 ft d=sgrt(4.25*(Mg/(S3'b)) =sgrt(4.25'(528g11466'2))= 2.77 ft Chec UK S3= 1466.30 Unconstrained Lateral Resistance [IBC Eq 10-1] A=2.34*P/S1*b= 1.06 P=M/hl= 440lbs d= 0.5A*(1+[l+(4.36*h1/A)]A1/2] Si=Allowable Lateral Soil Pressure=2*1.33*kp*1/3*d= 488 lbs d=0.5*1.06'(1+[i+(4.36'1211,06)]A1/2]}= 4.28 ft (u3^2) Reinf. Bar# Quant Spacuiq Spread Foundation Cross Section Area: 864 0.0020 N/A N/A N/A Vertical Reinforcement Area As(min): 1.7 0.0015 4 4.01 14.0 Horzizontal Reinfofcment Area As(min): 1.3 (in^2) Bar# Quant Spacing Pier Foundation Cross Section Area: 452 0.0020 4 5 7.5 Vertical Reinforcement Area As(min): 09 0.0015 I 3 4.0 60 Horzizontal Reinforcment Area As(min): 07 AiV MT CONSUMANTS RidLye Beam Sizin ECLIENT: IPROJ ECT: Cuslomcanopies - Dave Bang PteparedBy: MJK Esplanade Pkwy 26'X28' (4)-Pole Single -Canopy Checked By: MJK La Quints, California Date: 06/25/19 Ridge Max combined loads: 12.30 psi Note - Use 10 psf min combined loads: 12.30 psl. a= 9.5 Ridge Beam Length: 9.33 (ft) Ridge Beam Loading: 1,492 (lbs) Ridge Beam Unbraced Length: 9.33 (ft) Ridge Beam Loading: 159.86 (plf) Ridge Beam Trib Width 13.00 (ft) Ridge Beam Moment: Ridge Beam Trib Area: 121.3 (so = M = w*L^2/(20* 1000)= 0.7 ft-kips MU(resultant) = 0.70 ft-kips Z(mh)= 0.30 in3 Tube Type HSS Round Tube Size HSS 2.875x11 guage Fy = 46.0 ksi Thickness Designation = 0.125 inches Es= 29000 ksi Design Thickness = 0.116 inches I= 0.958 in4 O.D. = 2.875 inches Z= 0.660 in3 I.D. = 2.643 inches f2Mu= Fy*Z/(Q* 12) = 1.51 OK FS = l I FS©=2.18 Q=1.,67r Rldoe - HSS 2.875xl1 auaue Moment Couple at Ridge Beam Connection M Bolt Dia (in): ream lveptn = L.5 /n inches i(resultant) ends = 0.348 ft-kips d = 2 3/8 inches Bolt Pairs= 1 Top Bolt Force = 1.8 kips 1/2 A307 OK RVIf2 = 3.9 kips Alternate Welded Connection: Use 3/16" weld all around. Check Ridge Bracing Strut Strut Length: Strut End Load: Width to Thickness Ratio = b/t = Limiting Thickness Ratio (190/Sgrt(Fy) 1= k= kl/rx= kl/ry= Yer Beam Ena Loading- U.'1-,� Checked Combined Loading Shear check (ksi) fv=Pv/Ab = 2.432 Tension Check (ksi) ft=Pt/Ab = 5.73 Ft' = 26-1.8*fv <20 20.00 If F't > ft then OK OK kips Bolt Area in/2 0.3068 Nom Tube= 2 314 (in) 0.00 ft Width (Rect HSS Only)= (in) 373.0 Ibs t(nom) = 0.128 (in) rx= 2.630 (in) 21.5 ry= 1.230 (in) 28.01 OIC Min [r] 0.0 1.0 A= 0.638 (in A2) 0.0 F = 584 0.0 Eq: (E2.2) Fa 127C^2*E/(23*(kl/r)^2) Fa= N/A (psi) OK AMM"i'Llik"U'4NSL'[lI'ANTS CLIENT: Custom Canopies - Dave Bang Prepared By: MJK PROJECT: Esplanade Pkwy 26'X28' (4)-Pole Single -Canopy Checked By: MJK La Quinta, California Date: 06/25/19 Rafter Beam Max combined loads: 12.30 psf Note - Use 10 psf min combined loads: 12.30 psf a= 9.5 Rafter Beam Sizing Rafter Length: 16.0 (ft) Rafter Unbraced Length: 8.0 (ft) :ck Dist Triangular Loading: Rafter Trib Width: 13.0 (ft) Total Rafter Load: 1,279 lbs RafterTrib Area: 104.0 (sf Equiv Dist Load: 79.93 plf Rafter Load at Column Spigot: 2,025 Ibs = M = w*LA2/(20*1000)= 0.26 ft-kips MU(resultano = 0.26 ft-kips Z(min) 0.11 in3 Tube Type HSS Round Tube Size HSS 2.875xI I guage Fy = 46.0 ksi Thickness Designation = 0.125 inches Es= 29000 ksi Design Thickness = 0.1160 inches I= 0.958 in4 O.D. = 2.875 inches Z= 0.660 in3 I.D. = 2.643 inches S2Mu= Fy*Z/(92* 12) = 1.51 OK CS_= 1.0FS©=5.81 n=1.67 Canopy Rafter - HSS 2.875xl1 guage Moment Couple at Bolted Rafter Connection Beam Depth = 2.875 inches Per Beam End Loading= 0.64 kips Mu(resultant) ends = 0.13 ft-kips Checked Combined Loading Bolt d = 2 3/8 inches Shear check (ksi) Area in/12 Bolt Pairs= 1 fv=Pv/Ab = 2.085 0.3068 Top Bolt Force = 0.7 kips Check (ksi) Bolt Dia (in): 1/2 A307r OK ft=Pt/Ab = 2.1.4 kv/fl = ,]Tension 3.9 kips Ft' = 26-1.8*fv <20 20.00 Alternate Welded Connection: Use weld all around. If F't > ft then OK OK Check Ridge & Rafter Spigot Max Moment= 0.70 ft-kips Mu(resuttano = 0.70 ft-kips Z(min)= 0.30 in3 Tube Type HSS Round Tube Size HSS 2.5000.188 Fy = 46.0 ksi Thickness Designation = 0.188 inches Es= 29000 ksi Design Thickness = 0.174 inches I= 0.865 in4 O.D. = 2.500 inches Z= 0.943 in3 I.D. = 2.124 inches S2Mu= Fy*Z/(n* 12) = 2.16 QK FS = 11 FS©=3.11 Q=1.67 Ridge & Rafter Spigot HSS 2.5000.188 Check Rafter Bracing Strut Strut Length: Strut End Load: Width to Thickness Ratio = b/t = Limiting Thickness Ratio (190/Sgrt(Fy) 1= k= kl/rx= kl/iy= 11.31 ft 639.6 Ibs 13.3 28.01 OK 135.8 1.0 51.6 110.4 Nom Tube= 2 1/2 (in) Width (Rect HSS Only)= 2 1/2 (in) t(nom) = 0.188 (in) rx= 2.630 (1n) ry= 1.230 (in) Min [r] = I 1.230 (in) A= 1.739 (in A2) F�= 368 Eq: (E2.2) Fa 127CA2*E/(23*(kl/r)A2) Fa 1,664 (psi) OK ,� ]�' [,� r m 1CLIENT: custom Canopies -Dave Bang AMMML'L` CONSL UFA \ 1 S (PROJECT: Esplanade Pkwy 26'x29' (4)-Pole single -canopy Le Quinla, California n8G8-1`1eWded Output La Quinta, California CBC 2016 Seismic Design Requirements - Equivalent Lateral Force Procedure SS = 1.500 St = 0.636 IBC/CBC Section 1613 Earthquake Loads Risk Cateeorv: II Seismic Importance factor= 1.000 Site Classification Soil Site Class = 0 Site Coefficients Ss = = 1.500 Mapped Spectral Accelerations: Short Period Si = = 0.636 Mapped Sectral Accelerations: 1 sec Period Fa = = 1 1.0 Site Coefficient Fv = 1.5 Site Coefficient Sms = 1.500 Max Spectral Accelerations: Short Periods SMI = 0.954 Max Spectral Accelerations: lsec Period SMs - 1.500 SM, = 0.954 REFERENCE ASCE 7-10 Table 1.5-1 [2] ASCE 7-10 Table 1.5-2 [5] IBC 1613.3.2 [366] 3ared By: MJK eked By: MJK Date: 06/25/19 Spa = 11.000 So, = 10.636 IBC Figure 1613.3.1(1) USGS or Site Data [368-369] IBC Figure 1613.3.1(2) USGS or Site Data [370-371] IBC Table 1613.3.1(1) [366] IBC Table 1613.3.1(2) [367] IBC Eqn. 16-37 [366] IBC Eqn. 16-38 [366] Dcsien Spectral Response Acceleration Parameters SDs = 1.000 5% Damped Spectral Acceleration: Short Period IBC Eqn. 16-39 [367] SDI = 0.636 5% Damped Spectral Acceleration: 1 sec Period IBC Eqn. 16-40 [367] SDC = Seismic Design Category IBC Table 1613.3.5(1) [367] Eaui►+alent Lateral Force Procedure T = CI hax = 0.163 Fundamental Period ASCE 7-10 Eqn. 12.8-7 [90] Cc= 0.020 Period Parameter ASCE 7-10 Table 12.8-2 [90] x = 0.750 Period Parameter ASCE 7-10 Table 12.8-2 [90] hn = 16.467 Structure Height R = 1.250 Response Modification Factor ASCE 7-10 Table 12.2-1 [73-77] TL = 12.000 Long -Period Transition Period ASCE 7-10 Figure 22-12 [225] C5 = SDs/[R/1] = 0.800 Seismic Response Coefficient ASCE 7-10 Eqn. 12.8-2 (89] where; CS > 0.030 Lower Limit ASCE 7-10 Eqn. 15.4-1 [140] Cs > 0.8 SI/[R/I] = 0.407 Lower Limit for S I > 0.6g ASCE 7-05 Eqn. 15.4-2 [140] Cs < SDI/T[R/I] = 3.112 Upper Limit for T < TL ASCE 7-10 Eqn. 12.8-3 189] C5 < SDITL/T2[R/1] = 228.421 Upper Limit for T > TL ASCE 7-10 Eqn. 12.84 [89] Design Value Cs = 0.800 W = 0.094 Per Column Dead Weight + Appurtenances Weight (kips) V = GW = 0.075 Equivalent Seismic Base Shear (kips) ASCE 7-10 Eqn. 12.8-1 [89] Fmnd= 4.44 Wind Base Shear (kips) Lateral Wind Shear> Seismic Base Shear : Wind Controls Design 10/9/2017 Design Maps Summary Report WS M Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.678190N, 116.29538°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Cathedral Ity earnuda ❑�n� Mirage '� '• � alm Desert India -.- r mre 2 ,Coachella t ❑ui►zta z A3rl }...- I. � �aCakuNlnb,�oahran RdnlAtfpor► O _ USGS-Provided Output SS = 1.500 g SMs = 1.500 g Sos = 1.000 g S3 = 0.636 g S,1 = 0.954 g Spl = 0.636 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum l_o 1_to LM LW I GA ,n ar G C'] G 4] i15] Gra G u] G00 G LG G40 0CM Qaa I W 1 M 1.40 I.G] I .• Period T (sec) I IG a G ICI G � Gcr., s aIt, G 44 G SS G 22 CL I I Gcu Dasggn Response S.: i:: irum Period T (sec) Although this Information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Page 12 of 18 https://earthquake.usgs.gov/cnl /designmaps/us/summary.php?template=minimal&latitude=33.67819229569857&longitude=-116.29537999999997&sit... 1 /1 CALIFORNIA DEPARTMENT OF FORESTRY and FIRE PROTECTION OFFICE OF THE STATE FIRE MARSHAL REGISTERED FLAME RESISTANT PRODUCT Product: Reqistration No. EXTRA BLOCK SHADECLOTH F-94501 Product Marketed By: ALNET PTY (LTD) MOORSOM AVENUE, EPPING, INDUSTRY II CAPE TOWN, S. AFRICA This product meets the minimum requirements of flame resistance established by the California State Fire Marshal for products identified in Section 13115, California Health and Safety Code. The scope of the approved use of this product is provided in the current edition of the CALIFORNIA APPROVED LIST OF FLAME RETARDANT CHEMICALS AND FABRICS, GENERAL AND LIMITED APPLICATIONS CONCERNS published by the California State Fire Marshal. Deputy State Fire Marshal Expire: 6/30/2019 FR-8 Page 13 of 18 1 Test Report ALNET PTY LTD Moorsom Ave, Epping 2 Cape Town, 7460 Attn: Benard No. 3636033TX-01 Date: December 08, 2014 Page 1 of 5 The following (2) items were submitted and Identified by the client as: Sample Description Extrablock Shade Cloth Country of Origin South Africa Color Latte color and Blue Color Fiber/Material Content High Density Polyethelene Sample Receiving Date December 02, 2014 Test Performing Date(s) December 03-08, 2014 Test Performed Selected test(s) as requested by applicant against specified requirement / test request form / quotation. Test Results Please refer to the following page(s). Signed for and on behalf of SGS North America Inc. Prashanthi Alapati Greg S. Kolbeck Supervisor — Textile Laboratory Manager —Textile Laboratory This document is issued by the Company subject to Its General Conditions of Service printed overleaf, available on request or accessible at fttlo !{em sos.comlenjermszaaN-Co,rid itions.asox and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at htSo:lhvvvw $-��,r�Ql t}frsrm��nd Gonditionsllerms� doc4ment.sr. Attention is drawn to the limitation of liability, indemnification and Jurfsdiction Issues defined therein. Any holderorthis document is advised that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, If any. The Company's sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising sit their rights and obligations under the transaction documents. This document cannot be reproduced except in full, without prior written approval of the Company, Any unauthorized alteratfon, forgery or falsification of the content or appearance of this document Is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown In this test report refer only to the sample(s) tested and such sample(s) are retained for a minimum of 45 days only. SGS North America, Inc. C4rrsurw Tesllnu Services 291 Fairfield Avenue, Falrfleld, NJ 07004 t Ql3} 575-5252 ` I`' j3) 575-7175 wwwsP.com Page 14 of 18 Member of the SW Group -SGS-- Test Report Test Result(s): No. 3636033TX-01 Date: December 08, 2014 Page 2 of 5 Fire Resistance State of California Title 19 Section 1237.1 Small Scale Test Sample ID: Latte Original Condition: After Flame (seconds) Length Width 1 0.0 0.0 2 0.0 15.4 3 4.5 0.0 4 12.6 0.0 5 0.0 0.8 Avg. 3.4 3.2 Note: Conditioned for 1 hour at 145'F Flamm_a_bilitx Test Conditions: Sample Conditioning: Flame Applied and Sample Orientation: Fuel Used: Flammability Requirements: After Flame Time: Individual: No Requirement Avg.: 4 sec., max. After Glow (seconds) Length Width 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Char Lenoth (inches) Length Width 4.8 4.4 4.5 4.5 4.8 4.3 4.7 4A 4.2 f 4.2 N/A 1 N/A Oven exposure at 140 -145' F for one hour prior to testing. 12 Seconds -Vertical Methane (C.P.) Gas After Glow: No requirements for "After Glow". However, the proposed revision to the Title 19, Section 1237 specifies that the afterglow and localize burning shall be reported. Char Length: Individual: 6.0 inches, max. Avg.: No Requirement Conclusion: The submitted sample meets the requirements of California Administrative Code Title 19, Section 1237.1 (For Interior Use) when tested in the original condition. This document Is issued by the Company subject to its General Condltions of Service printed overleaf, available on request or accessible at f 1tp-1L tiww-Mg rornierVTerms=aVJ-Cond[ti na s.asox and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at jrl�p 71vHysy.sos.corrrlenlTerms-and-Conditi, rte4rms�-dacumenl.asox. Attention is drawn to the limitation of liability, Indemnification and jurisdiction Issues defined therein. Any holder of this document Is advised that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, If any. The Company's sole responsibility Is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown in this test report refer only to the sample(s) tested and such sample(s) are retalned for a minimum of 45 days only. SGS North America, Inc I Consumer TE s+i ,g Services 291 Fairfield Avrnm:. -- iwF Ord. NJ 07004 t,973) 575-5252 f {973; 575.7175 WWW.925.= T Page 15 of 18 Member oflheSGSGroup ENI Test Report No. 3636033TX-01 Date: December 08, 2014 Page 3 of 5 Fire Resistance State of California Title 19 Section 1237.1 Small Scale Test Sample ID: Blue Orlqinal Condition; After Flame (seconds) Length Width 1 0.0 0.0 2 0.0 0.0 3 0.8 0.0 4 2.0 0.0 5 0.0 0.0 Avg. 0.6 0.0 Note: Conditioned for 1 hour at 145Y Flammability„ Test Conditlons: Sample Conditioning: Flame Applied and Sample Orientation Fuel Used: Flammability Requirements: After Flame Time: Individual: No Requirement Avg.: 4 sec., max. After Glow (seconds) Length Width 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Char Length (inches) Length Width 4.4 4.7 4.8 4.4 4.5 4.7 4.7 4.0 4.4 4.3 N/A N/A Oven exposure at 140 -145' F for one hour prior to testing. 12 Seconds -Vertical Methane (C.P.) Gas After Glow: No requirements for "After Glow". However, the proposed revision to the Title 19, Section 1237 specifies that the afterglow and localize burning shall be reported. Char Length: Individual: 6.0 inches, max. Avg.: No Requirement Conclusion: The submitted sample meets the requirements of California Administrative Code Title 19, Section 1237.1 (For Interior Use) when tested in the original condition. This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at httn;llwww.sgs.comlgnasrrrts-and-Candll(ion asox and, for electronic format documents, subject to Terms and Conditions for Electronic Documents atjp;flwrvw.sgs.comlenlTe�g�pd-Condilinnslterms s documanl asnx. Attention is drawn to the Ilmllation of Ilabllity, indemnification and Jurfsdiellon Issues defined therein. Any holder of this document Is advised that information contained hereon reflects the Company's findings at the time of ils Intervention only and within the limits of CHant's instructions, if any. The Company's sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rIghls and Obligations under the transaction documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alterallon, forgery or falsification of the content or appearance of this document Is unlawful and offenders may be proseculad to the fullest extent of the law. Unless otherwise stated the results shown In this test report refer only to the sample(s) tes led and such sample(s) are retained for a m€nimum of 45 days only. SGS North America, Inc Consumer Tes9_rrg Services 291 Fairfield Avenue, Fairfield, NJ 07004 t(973) 575.5252 f (973) 575-7175 www.sgscam Page 16 of 18 Aiamber or rya SGS Group SG$ - Test Report No. 3636033TX-01 Date: December 08, 2014 Flame Propagation of Textiles and Films NFPA 701 Test Method 2 (Flat Specimens) - 2010 Edition Latte Specimen Dimensions Char Length inches (inches) 1 5x47 8.3 2 5x47 7.5 3 5x47 8.5 4 5x47 9.0 5 5x47 8.0 6 5x47 8.0 7 5x47 8.2 8 5x47 9.0 9 5x47 7.0 10 5x47 8.4 Observations: Slight charring, shrinking. After Flame seconds -nearest 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Page 4 of 5 Flaming Residues Lec_onds-nearest 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Reauirements: A material tested in single sheets shall not continue flaming for more than 2 seconds after the test flame is removed from contact with the specimen. The char length of any single flat specimen shall not exceed 17.1 Inches. Portions or residues of material being tested that break or drip from the specimen shall not continue to flame for more than 2 seconds after reaching the floor of the test apparatus. Conclusion: The submitted sample meets the requirements of NFPA 701 Test Method 2 (Flat Specimens) - 2010 Edition, when tested in its original state. This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at htlorllwww.sos WenlTarms-and-Condit ions. asox and, for electronic format documents, subject to Terms and Conditions for Electronic Documents at 1 n rm e . Attentlon is drawn to the limitation of liability, Indemnification and jurisdlclion Issues defined therein. Any holder of this document is advised that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, N any. The Company's sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. This document cannot be reproduced except in full, without prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law. Unless otherwise stated the results shown in this test report refer only to the sample(s) tested and such sample(s) are retained for a minimum of 45 days only. SGS North America, Inc Consumer Tesling Services 291 Fairfield Avenue, Fairfield, NJ 07004 t (5'73) 575-5252 _ f_[03j 575.7175 www.Ns.com Page 17 of 18 me of ft= Group Test Report No. 3636033TX-01 Date: December 08, 2014 Page 5 of 5 Flame Propagation of Textiles and Films NFPA 701 Test Method 2 (Flat Specimens) - 2010 Edition Blue Specimen Dimensions Char Lenath After Flame Flaming Residues inches inches fseconds-nearest (seconds -nearest 0.5 0.5 1 5x47 j 9.0 0.0 0.0 2 5x47 jjjj 10.0 0.0 0.0 3 5x47 l 8.0 0.0 0.0 4 5x47 9.1 0.0 0.0 5 5x47 9.4 0.0 0.0 6 5x47 8.4 0.0 0.0 7 5x47 9.6 0.0 0.0 8 5x47 10.1 0.0 0.0 9 5x47 8.8 0.0 0.0 10 5x47 8.4 0.0 0.0 Observations: Slight charring, shrinking. Reauirements• A material tested in single sheets shall not continue flaming for more than 2 seconds after the test flame is removed from contact with the specimen. The char length of any single flat specimen shall not exceed 17.1 inches. Portions or residues of material being tested that break or drip from the specimen shall not continue to flame for more than 2 seconds after reaching the floor of the test apparatus. Conclusion- The submitted sample meets the requirements of NFPA 701 Test Method 2 (Flat Specimens) - 2010 Edition, when tested in its original state. Selected tests as requested by applicant against specified requirement / test request form / quotation. *** End of Report *** This document is issued by the Company subject to its General Conditions of Service printed overleaf, available on request or accessible at hit p:#mNy-yS9. om! s Dx aril, for electronic format documents, subject to Terms and Conditions for Electronic Documents at r x. Attention is drawn to the limitation of Ilablllty, Indemni0cafion and Iurisdict€on issues defined therein. Any holder of this document is advisad that information contained hereon reflects the Company's findings at the time of its intervention only and within the limits of Client's instructions, If any. The Company's sale responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. This document cannot be reproduced except in full, withoul prior written approval of the Company. Any unauthorized alteration, forgery or falsification of the content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extend of the law. Unless otherwise stated the results shown in this test report refer only to the sample(s) tested and such sample(s) are retained for a minimum of 45 days only. SAS North America, Inc. ConsumerFasling Services 291 Fairfield Avenue, Falffield. NJ07004 t 19731 575-5252 t(E-13) 575.7175 WWW.sgs.Cam Page 18 of 18 Member of 1ha SGS Cxoup J A C62563 �F ran t tF� f T.S1• 111 HDPE fabric MATERIALS LIST Post 5"Sch 40 pipe Rafter 2.875" x 11 Ga Rond tube Ridge beam 2.875" x 11Ga Round tube Spigots 2.5" x 0.188 Round tube Rafter bolts }" A307 S/S Bolts Corner brace external 2.875" x 11ga Round tube Corner brace internal 2.5" x 11ga Round tube Corner brace bolts }" A307 S/S Bolts 4" Stainless aircraft cable sewn in hem all round the fabric. See detail B S1-2 letail B detail C DESIGN CRITERIA Design to conform to CBC 2016 Exposure: C Windspeed: 110 mph Live Loads: 5 psf Seismic Design Category: D Occupancy: A Risk Category: II STEEL Structural steel shall conform to ASTM A-36 Machine bolts shall confom to ASTM A-307 Pipe columns shall conform to ASTM A-53 Grade B WELDING Welding shall be done by AWS D1.1 Structural certified welders.Welding to be performed by LADBS approved r o � o TYPE I fabricator. c� S NO FIELD WELDING LU o � � REINFORCEMENT o Q Rebar shall conform to ASTM A 615 Grade 60 z Clearance from soil shall be a minimum N of 3" 0 SOIL CAPACITY Allowable bearing pressure 1000psf Allowable lateral bearing pressure 100psf FOOTINGS Square footing can be substituted for round with a min. width equal to ,v Z Z diameter measurement. ..,.. O X Fn Concrete fc = 2500 psi min. O > Z Course agragate J" (Max) W C) — >- t— Slump 4.0 +/- 111 o � O � W/C Ratio = .54 (Max) �.! 0 � FABRIC l - U (- HDPE Stentered to reduce shrinkage. Nominal farbric mass 9.38 to C ¢ 10.32 oz. sq, yard. A CLEARANCE FROM OTHER STRUCTURES Canopies shall be at least 6" away from any other structure which may be damaged due to deflection. Derord NOW c� N O o Z U U 06 ILL ('M O �U-) O c rn a_ aQ = U N W m.� Cc 000 c6 3 x coN�� c�wa—i No. RWelon/leeue Data DAVE BANG AND ASSOC.. CUSTOM CANOPIES INC. Dft S1-1 NTS Rafter (2) Rafter bolts 2" & 4" edge min. Ridge beam Ridge beam spigot 3/16. Y4 " Galvanized cable sewn in I " Round bar for cable hold down (2)Rafter Bolts 1 z " & Wedge mh Spigol POE " C62563 25, 201g 9 oivt� OF PAI ►FO Detail A Rafter (2) Rafter bolts 2" & 4" edge min. Corner brace bolts rner brace external (race Bolts Post spigot J" top plate Finished Surface 3/16 for drainage (3)#3 Ties @ 2" O.C. 2'-6" min. N16 I/ \ " plate Z" > dia. of post 5'- 6" #3 Ties @ 12" spacing (6) #4 Verticals Detail C Min. 3" clearance from soil Deneral Nolee M Z U U 06 > M O N u7 � C 0) C Q Q U C4 -0 N 00 C cQ � a�a cfl rn W M M c\1 Il J [No. Revlelon/Issue Dale DAVE BANG AND ASSOC.. CUSTOM CANOPIES INC.. S1-2 eeOY NTS JA �i C62563 25, 201�i *� Q 12"x12"x3/4" Plate Finished Surface 4'-0" Square x 1'-6" thick 2500 psi concrete footing 645 Eq. spaced each —Z way bottom and 545 eq. spaced each way top 91 Pipe column per S1-1 1/2" Non -Shrink 2„ typ Grout Pad (fc = 3500 psi) sloped to drain ------------- lip e YWW' x4" Plate washer with double nut typical each anchor bolt 1 of 4 -3/4" 0 A36 threaded rods each corner (galvanized) �m Min. 3" cir cover Compacted subgrade below footprint of footing NOTE - Footing and Base Plate shall be oriented parallel to sail cable resultant direction - Baseplate bolt hole 0 shall not exceed anchor bolt 0 + 1/41, -Provide std. hardened washer for each anchor bolt @ baseplate -Column baseplate and anchor bolts to be encased in 2500 concrete w/ 3" cover Detail C - Foundation and Baseplate Detail Alternate Spread Footing Y General Note@ m 4- 0) O o Z U U 06 LL C'M O U.) O N C� a QQ U N - N C 00 N CN Co (1) N N W 0- J No. No.1 ReWelon/Issue Date rh.e_aw DAVE BANG AND ASSOC. - ..,,_ J o_Ntl Nnr N Mb� CUSTOM CANOPIES INC. ... Hypar Sell S1-4 e.r NTS