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s Permit No P001:19-1000 City of Arcadia, CA tfil Development Services Department 'r9"w"�f S-L�, Permit Type•Poal/Spa 240 West Huntington Drive,Post Office Box 60021 Arcadia,CA 91066-6021 p� Wo[kClossift on Pool"Residential (626)574-5416 --'-M' '- Permit Status:=Issuedl' ARCADIA IseueDate:05/29/20191 Expiration: • Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 1009 S SIXTH AVE Arcadia,CA 5780007013 Contacts ZHANG XIAO DONG Owner SUNG PACIFIC INC* Contractor 0 PO BOX 1997,MONROVIA CA,91017 19701 SUNSET VISTA RD,WALNUT,CA 91789 (626)977-9588 (818)416-8439 529045 Description:123 PF INGROUND POOL.PLUMBING FOR BBQ Valuation: $ 29,752.47 Tenant AREA Total Sq Feet: 0.00 Plan Check# Plan# Fees Amount Payments Amount Paid Building Issuing Fee $47.01 Total Fees $1,234.79 Building Permit Fees $551.50 ' Cash/Receipt#REC-01341-19 $1,234.79 Building Plan Review Fee $358.48 Amount Due: $0.00 Electrical Fee(Motors,Fix,Wiring) $71.71 Electrical Permit Issuance Fee $47.01 Gas htSystem tures(Outlets) $15.55 COMPLETEDlight Fixtures $3.26 Outlets-Receptacles&Switches $1.63 Plumbing Permit Issuance Fee $47.01 Pool Piping $28.69 Pool P-Trap $11.51 CALLS FOR INSPECTIONS Solid Waste Management Fee $6.25 Request for inspection by telephone at 626-574-5450. Leave a message Solid Waste Management Fee 2 $1.00 requesting the address,timeframe and what inspection item is needed. Swimming Pool,Spa/HotTub Heater $43.18 SWMF FEE 2 $1.00 - This permit/plan review expires by time limitation and becomes null and Total: $1,234.79 void If the work authorized by the permit is not commenced within 180 days from the date of issuance or if the permit is not obtained within 180 days from the date of plan submittal.This permit expires and becomes null and void if any work authorized by this permit is suspended or abandoned for 180 consecutive days or if no progressive work has been verified by a City of Arcadia building inspector for a period of 180 consecutive days. 12 May 29, 2019 Issued By: Date May 29,2019 Page 1 of 1 .FAR •b ' PERMIT/PLAN REVIEW APPLICATION . - tg - c %.1241:4, Development Services Department,240 West Huntington Drive,Post Office Box 60021 Arcadia, CA 91066-6021, (626) 574-5416,Fax (626) 447-9173 City of Arcadia LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION ❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following: Chapter 9(commencing with Section 7000,of Division 3 of the Business .. d Professions Code,and my license is in full force and e'-• . 0 I have and will maintain a certificate of consent to self-insure for workers' License Class 13 CJ/ Li -use No. * O a' Exp. Date r ar Signature of Contractor compensation, as provided for by Section 3700 of the Labor Code, for the / performance of the work for which this permit is issued. _ - war ❑ I have and will maintain workers'compensation insurance,as required by Section OWNER-BUILDER DECLARA j7EN 3700 of the Labor Code,for the performance of the work for which this permit ❑ I hereby affirm under penalty of pe laird at I am exempt from the Contractors is issued.My workers'compensation insuranceAcarrier and policy numbers are: License Law for the following . action 7031.5,Business and Professions / L� "1'"t-f'-� /1 Code.Any city or county which requires a permit to construct,alter,improve, / Carrier 7�14 t/ demolish,or repair any structure,prior to its issuance,also required the applicant 1 Policy Number 90 3 r`J t for such permit to file a signed statement that he or she is licensed pursuant to the ` (This section need not be completed if the permit is for one hundred dollars or less) provisions of the Contractors License Law(Chapter 9(commencing with Section 7000)of Division 3 of the Business and Professions Code)or that he or she is" exempt there from and the basis for the alleged exemption. Any violation of ❑ I certify that in the performance of the work for which this permit is issued,I shall Section 7031.5 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers' penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subj- t to the workers'compensation provisions of Section 3700 of the Labor e,I shall ❑I, as owner of the property, forthwith corn 1 fill th se visions. \ or my employees with wages as their sole compensation,(Sectio will do the work,and the structure is not intended or offered for y sale(Section 7044,Business and Professions Code:The Contractors License Date �/ p Signature Law does not apply to an owner of property who builds or improves thereon, or who does such work himself or herself or through his or her own employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compel .'a' overage is unlawful, sale.If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal pen..;:o. and civil fines up to one completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to thecost of compensation, did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the labor Code, interest, and• attorney's fees. 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project(Section 7044,Business and Professions CONSTRUCTION LENDING AGENCY Code:The Contractors License Law does not apply to an owner of property who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097, Civil Code). ❑ I am exempt under Section 7044,Business and Professions Code,for this reason: Lender's Name Date Signature Lender's Address _ IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: 1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel. 2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. 3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for further information. �y�qL) I Mame OCKFI r _ ITitie a trio/0 irk I PRINT NAME I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner. I agree to comply with all City ordinances and ii to Laws relating to building construction. I hereby authorize representatives of the City of çSiane Arcadia to enter upon th, above-mentioned prop,/� for inspection purposes. ///c� gnur '/'L�� _ � /1-/49 / \Date Pc'9 S. rx;d 4 - - . V� NOTES Building Inspections Date Insp. Plumbing Inspections I Bate I Insp. 100. Setbacks 210. Under fin/bldg.drain 101. Rough grade ■■211. Copper underslabIii 102. Fi.s.&forms 212. Roush .lumbin. 7'1-19 ODL & C f 1D1/Jr 103. Pre-slab --213. Rou.h.as _��ry Dreg G.il'V iv 104. Floor'oists --214. Shower.an -- a-. 105. Steel 215. Water heater 106. Grout lift 216. Roof drains 107. Shear nailing 217. Building sewer 108. Diaph nailing 218. Water service 109. Roof nailing 219. Final gas 110. Framing 220. Fixtures 111. Occ/Area Sept.Wall 221. Final plumbing 112. Sound walls 222. Sewer cap/demo. ' 113. T-bar.rid 114. Insulation-Flr. -- Pool Inspections Date . Insp. 115. Insulation-Wall 240. Excavation/steel 116. Insulation-Ceil. 241. Rough plumbing 1, 117. Drywall nailing 242. Light shell/bonding 118. Interior lath 243. Underground conduit 119. Exterior lath 244. P-trap /� 120. Finish grade 245. Gas line&test +, 121. Final building 246. Fence,gates&signs i 122. Final demo/lot clear 247. Pool heater 248. Final electric Electrical Inspections Dale Insp. 249. Final.lumbint f r iV 150. Power pole 250. Pool cover ` 151. Sales lot lighting 251. Pool final �j4-0( Qlf 152. Underground conduit 153. Underslab conduit Retool Inspections I Date Insp. 154. UFER ground 270. Pre-reroof insp. 155. Water ground 271. Roof framing 156. Rough electrical 272. Sheathing nailing 157. Fixtures 273. Anal reroof 158. G.F.C.I. 159. E..t.bondins --Sign Inspections I Date I Insp. - -- - 161. Servicepanel 280._ - ■ F000ting 282. oirinhan9 ■a 161. Final electric 281. Footing Mechanical Inspections Date Insp. 283. Disconnect 181. VenFurnas /A. --284. Anal sign -- 181. Furnace/A.C. 182. Routh HVAC IIIIIIIIIIIIIIIIII■IIIIIIIIIIIIIIIIII■ Miscellaneous Insp. I Date I Insp. 183. Fire dampers 290. Fire alarm 184. Furnace compartment 291. Underground supply 185. Combustion air 292. Fire sprinklers 186. Smoke detectors 293. Monitor system 187. Metal F.P.rough 294. Hood dry chem. 188. Compressor setback 295. Final 189. Commercial hood 190. Duct shaft -- Sewers&Offsite Insp. I Date I Insp. 191. Anal mechanical 300. Lateral(main to PILI ■■ 301. SaddlelY Block Wall Inspections Date Insp. 302. Cess.00l filled 200. Footings 303. Sidewalk 201. SteeVrebar 304. Driveway 202. Grout lift 305. Curb replacement . 203. Final wall 306. Trash bin • / 7 1` -Vsfet3/E2 -- ; i nil 3/1-1 �z( — /8Q DSK wy t£s,, nw cK corny MM . �� QROFESS/pN r \1 {j - MS w-co No. 4111 m L. _ K EXP.6-30-20.2'0 f E3-_ ,2_,9/ l; - — e • • q/FRUCTURP��_ P CF CAUO r�r3Lpa1Gr! 36 — - ltd �M�� .._ oLin etas 1 -- ----- . yz,Rea, k-"° re velar/cot z_510 . -- of- 1)3 ALL -Ty? J . oasT�i4 j - C®Nc�e. ' //iv` //( t t 7/(k. < /r( cf /6,097 6141 Ave • i 3rnpnnal & C&nnfrart. • • • • SUNG PACIFIC INC. State Lic. No. C27, C53, #529045 PACIFIC LANDSCAPING & POOLl Cell:(818)416-8439 • • 19701 Sunset Vista Road,Walnut, CA 91789 Email: sungpacific@yahoo.com PROPOSAL SUBMITTED TO - PHONE DATE 71. 6-14 3— /7 STREET , • CITY,STA//ANDZIP CODE 6?4' / DATE OF PLAN 'I}� • We hereby submit specification end estimates for. • IT is el< To 056 # 4' REBAR Cd z ,f „ c • 3 /NTo coNc-RETE SLg3 vvirP/ GROUT /N Lieu e Erox 'y • PA("is 76o-a&u-2 , 72— • ipESS/0/16,,, cellc�O SyFG <si„ .a _ to- o No. 4111 m Lu FRCP.6.30-20, / (5'T STRUCNRP�Q�� 9TFOF CA\-- O • • • • ill C 3rupnzr hereby to furnish material and labor-complete in accordance with above specification,for the sum of: • • dollars ($ ). Payment to be made es follows: • • AA Metedal is,guarenteed lobe as specified.M work to be completed In a workmanike Authorized manner aaording to standard_practices.Arty alteration or deviation from above specifica- tions involving extra costs will be executed only upon written orders,end will become an Signature extra charge over and above the estimate.All agreements contingent upon strikes,accidents or delays beyond our controL Owner to cavy free,tornado end other necessary insurance. Note:This proposal maybe withdrawn by us if not accepted within days. l • Arrrofanrr Af 1rnpuøui-The above prices,specificat- ions and conditions are satisfactory and are hereby accepted.You Signature are authcdzed to do the work as specified.Payment will be made as outlined above. Date of Acceptance: 11 Fred Sheu Engineering 14286 California Ave, Suite#103 Victorville, CA 92392 (760) 955-7522 Date: Sep. 2, 2019 Ref: Structural Report for As-Built 3' High BBQ Structure Address: 1009 6th Avenue Arcadia, CA Dear Sir: Per contractor's request, I performed structural evaluation for the as-built BBQ structure. Based on the information provided, the block wall and counter top are structurally safety. Following is the summary of findings: 1. Block wall - 3' high 6" thick CMU with #4 rebar @24" o.c. vertical, solid grouted. 2. Countertop - 3.5" thick concrete with #3 rebar @ 6" o.c. each way, bent 12" into CMU wall. For the short span, it is strong enough to support the BBQ equipment. If there are any questions, please feel free to call me. Thank you. Sincerely, / � Gd' cFred Sheu, Ph.D Structural Engineer#4111 Civil Enginneer#48562 2%0FESS/pN tecc,EO S ysG s o w No. 4111 m d EXP.6-30-yA 7�{ syr. TRUCTUFCF CPOC �� City of Arcadia, CA -� � =t, ,, ' PermitNo Patio-194163 Development Services Department II'? i 3 -p p�ill Permit Type:Patio. 240 West Huntin ton Drive,Post Office Box 60021 99 1 g i 17 I C-,4 i'i.; r i 1 �`t Work Classification:Patio e y Arcadia,CA 91066-6021 I.TI t_5 L;Lr t,_, (626)574-5416 i Permit Status:Issued. ARCADFP. IssueDate:06/19/2019 Expiration: Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number 1009 S 6th AVE Arcadia,CA 5780007013 Contacts ,.. - _,. ZHANG XIAO DONG Owner SUNG PACIFIC INC' Contractor 0 PO BOX 1997,MONROVIA CA,91017 19701 SUNSET VISTA RD,WALNUT,CA 91789 (626)977-9588i (818)416-8439 529045 Description:SOLID ROOF/TILE FREE STANDING COVERED Valuation: $ 10,456.00 . Tenant PATIO WITH FIXED GAS FIRE PLACE AND BBQ Total Sq Feet: 0.00 Plan Check H Plan f1 ' 'ter Fees Amount Payments Amount Paid Building Issuing Fee $47.01 Total Fees $539.13 Building Permit Fees $253.95 Cash/Receipt N REC-01586-19 $539.13 Building Plan Review Fee 5165.07 Amount Due: $0.00 Gas Piping System $16.48 Green Building Standard $1.00 Plumbing Permit Issuance Fee $47.01 Solid Waste Management Fee $6.25 °OMPIEIED Strong Motion Inst.Program Res $1.36 ,. Total: $539.13 CALLS FOR INSPECTIONS Request for inspection by telephone at 626-574-5450. Leave a message 7-1-ft requesting the address,timeframe and what inspection item is needed. POO–Nth 4 s'V bt WJ 8r L-ter This permit/plan review expires by time limitation and becomes null and o J void if the work authorized by the permit is not commenced within 180 days MAtJ"1 tt, p--. — OF f(� from the date of issuance or if the permit is not obtained within 180 days rtefrom the date of plan submittal.This permit expires and becomes null and ,Sy Ivoid if any work authorized by this permit is suspended or abandoned for 180 (/*► ' ,Jam„v, consecutive days or if no progressive work has been verified by a City of g_a3-'1Arcadia building inspector for a period of 180 consecutive days. gHF -tt a& * µl iter Cr— ch4 June.19, 2019 Issued By: Date June 19,2019 Page 1 of 1 4�sco.t, ,a iii Illaille. h' PERMIT/PLAN REVIEW APPLICATION 0- fi •r,, 'edit' Development Services Department, 240 West Huntington Drive,Post Office Box 60021 %,„,,,,cov Arcadia, CA 91066-6021, (626) 574-5416, Fax (626)447-9173 City of Arcadia • LENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following: Chapter 9(commencing with Section 7000,of Division 3 of the Business and Professions Code,and mylicense is in full force and effect. have and will maintain a certificate of consent to self-insure for workers' License Class J3 License No. ....• �Fxp. Date V"i'',' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Signature of Contractor / 'I We /, ❑`I have and will maintain workers'compensation insurance,as required by Section OWNER-BUILDER DEC TI s 13700 of the Labor Code,for the performance of the work for which this permit ❑ I hereby affirm under penalty of perjury, I am exempt from the Contractors . ?'is issued.My workers'compensation insurance carrier and policy numbers are: License Law for the following mason .ection 7031.5,Business and Professions ffffff'I I Code.Any city or county which requires a permit to construct,alter,improve, iiiCaer S"-fr ' '- --FG N0 demolish,or repair any structure,prior to its issuance,also required the applicant 1rri for such permit to file a signed statement that he or she is licensed pursuant to the 'Obis Number 90 3 (I. (This section need not be completed i th p tis for one hundred dollars or less) provisions of the Contractors License Law(Chapter 9(commencing with Section [) 7000)of Division 3 of the Business and Professions Code)or that he or she is i -I certify that in the performance of the work for which this permit is issued,I shall exempt them from and the basis for the alleged exemption. Any violation of ❑ fY Section 7031.5 by any applicant for a permit subjects the applicant to a civilI'+rot employ any person in any manner so as to become subject to the workers' penalty of not mom than five hundred dollars($500)): ??compensation Laws of California,and agree that if I should become subject to the "'[workers'compensation provisions of Section 3700 of a Labor Code,I shall I, as owner of the property, orthwith cornwith those provisions. ❑ or my employees with wages as their sole compensation,will do the work,and the structure is not intended or offered for Q eatr sale(Section 7044,Business and Professions Code:The Contractors License Date /�� / Signature Law does not apply to an owner of property who builds or improves thereon, or who does such work himself or herself or through his or her own employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers' nation coverage is unlawful, sale.If,however,the building or improvement is sold within one(I)year of and shall subject an employer to criminal penalties and civil fines up to one completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation, did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the Labor Code, interest, and attorney's fees. o I, as owner of the property, am exclusively contracting with licensed - contractors to construct the project(Section 7044,Business and Professions Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097, Civil Code). 0 I am exempt under Section 7044,Business and Professions Code,for this reason: Lender's Name Date Signature Lender's Address IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERIVIIT SUBJECT TO THE CONDITIONS AND RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING: I. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel. 2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings and structures. 3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos. Please contact AQMD at(909)396-2000 for ti further information.41 a �L yk j9arae ,0 q c I ii3O* Title CON feA-Cfa IIffI PRINT NAME II1 certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner. li'I'dgree to comply with all City ordinances and Sta/� Laws relating to building construction. I hereby authorize representatives of the City of lature adia to enter upon the above-mentioned propert/or inspection purposes. n i _ .d _' Date /7/?i ' ', Fred Sheu Engineering 14286 California Ave, Suite#103 Victorville, CA 92392 (760) 955-7522 Structural Calculations for Zhang Residence 12'X16' Gazebo 1009 S. 6th Avenue Arcadia, CA 910Qf;;:; s=_ �:�:::•�: ;,,=-; 1nCNitrvy F artnce sero,- too, peveloP �vv�o\10) ustb ekevt onset Mons a\te< a of l ,anct sPe \'ia`e' \1slOn• o set �lOn��mes'do�10o ct ;ti t �s ltui\d no tithe J at,\t1 c<cet �'\unit AneciGca$on`h�tl vox ron ',- Shope n\• �`tof d.\` watt oval at th tot (Cbe to eta or`1 t c'``}t(000-ee or state ' V. be to\isrons dna Ofafih OkOFES8/0 41 Project# S19167co N� 0 4111 z June 15, 2019 K EXP 6-30-20 a (24 TRUCTURP\- FBF CAUF09% G-i7-y9 Az EI30 Page Fred Sheu Project G Engineering � Job# Si9167 TABLE OF CONTENTS Pages Design Information Al thru A3 Beams & Headers 81 thru 84 Lateral Analysis Cl thru C Seismic & Wind Loads Horizontal Diaphragm Shear Walls Stud walls Foundation Dl thru D Simpson Strong-wall El thru E • Fred Sheu Project GAZEBO Page A2' Engineering • Job# 5.19167 • • DESIGN CRITERIA & SPECIFICATIONS • A. CODE: 2016 California Building Code (CBC) & ASCE/SEI 7-10 B. SEISMIC: per CBC section 1616 and ASCE/SEI 7-10 section 12 Method : Equivalent lateral force procedure • Seismic Design Category: E Site class: 'D Occupancy category: II Importance factor : I Response modification coefficient R = C. WIND: per CBC section 1609 and ASCE/SEI 7-10 section 28 • Method: Simplified design wind procedure • Basic wind speed = t t o mph • Exposure = C Topographic factor = 1_0 D: SOILS Allowable soil bearing pressure 1500 psf E. LUMBER: Douglas Fir-Larch, 19% moisture content 1. 2X Joists & Rafters - #2 or Better 2. 4X, 6X, 8X Beams & Headers - #1 or Better 3. Plates, Blocking & Studs - Stud Grade or Better F. GLUED-LAMINATED BEAM: Combination: 24F-V4 Specicies: DF/DF PARALLAM BEAM: Truss Joist - MacMillan, 2.0E Parallam PSL MICROLLAM BEAM:. Truss Joist - MacMillan, 1.9E Microllam LVL G. CONCRETE: Non-Monolithic Pour Foundation System, U.N.O. All slab-on-grade/ continuous footing/pads/pole footing fc = 2500 psi All structural concrete/retaining wall/column/beam f'c = 3000 psi H: STEEL: ASTM A572 Gr. 50 for Structural Steel ASTM A615, Gr. 40 for #3 &4, Gr. 60 or#5 and larger rebar steel ASTM A53, Gr. B for Pipe Steel, ASTM A500, Gr. B for Tube Steel I: CONCRETE BLOCK: ASTM C90, Grade N medium weight, Solid grouted all cells J: COLD FORM STEEL: ASTM A570-79 Gr. 33 for 18 through 25 Gauge ASTM A570-79 Gr. 50 for 12 through 16 Gauge K: WOOD CONSTRUCTION CONNECTOR: • SIMPSON Strong-Tie or Approved Equal Fred Sheu Project C/ ZEBo Page A3 Engineering Job# 519/67 GRAVITY LOADS ROOF: L.L. = 20 psf D.L. Roof Cover = 10 psf 15/32" roof sheathing = 1.5 psf Roof Framing = 3.5 psf D.L. = 15 psf Total Load = 35 psf .Fred Sheu Page Engineering Beam Calculations FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: B I (760)955-7522 Printed:15 JUN 2019, 8:52PM ;Elle C.\Berkeley119STR1s19167:ec8' - Vllood Beam`,.' +ENERCALc INC.1983-2015,Bulld:615.12.9,Vet 6.11;8.31 I i i: L+rb t#4KW 060081163 s 1.4 t4 6.4% i�LP; ,.{ 5�"i Js.:,4. 4'.F w.:S.l": .. .;wait., .fi6., .b4 . ;#.:.-f a,�.. ':cense.611;'.. 1d :.r...N I'. .7 '.. 1,`:r I Description : B1-HIP BEAM CODE REFERENCES Load Combination Set:ASCE 7-10 Material Properties Analysis MethoAllowable S ress Design Fb-Tension 900.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb-Compr 900.0 psi Ebend-xx I,600.Oksi Fc-Pill 1,350.0 psi Eminbend-x 580.0ksi Wood Species Douglas Fir-Larch \ Fc-Perp 625.0 psi 'Wood Grade No.2 / Fv Ft 180.0 psi 575.0 psi Density 31.20 pcf Beam Bracing Beam is Ful y Braced against lateral-torsion buckling - - - - J0.064,0)Lr(0.085,0) • y X - ex 1 • ) . , , - . b c15P$Fx6 'xcosLf5' = 64 Ptr Lr;,- 20Psf'x 6 x' cos45`= Sr PLC. Span=8.50 ft _ _ __ _,_ _ __ Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : C(S,E)=0.0640->0.0, Lr(S,E)=0.0850->0.0 k/ft, Extent=0.0--»8.50 ft, Trib Width= 1.0 ft DESIGN:SUMMARY - kf% .',''aDesfgriicif tr:sai :Maximum Bending Stress Ratio = 0.481: 1 Maximum Shear Stress Ratio = 0.212 : 1 Section used for this span 2x8 Section used for this span 2x8 fb:Actual = 649.62 psi fv:Actual = 47.73 psi FB:Allowable = 1,350.00 psi Fv:Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum or span = 3.599ft Location of maximum on span = 0.000 ft I Span#where maximum occurs = Span#1 Span#where maximum occur Span#1 Maximum Deflection Max Downward Transient Deflection 0.066 in Ratio= 1544 Max Upward Transient Deft ction 0.000 in Ratio= 0<360 Max Downward Total Defle tion 0.119 in Ratio= 854 Max Upward Total Deflect' n 0.000 in Ratio= 0 <180 Maximum Forces & Str sses for Load'Comt Load Combination Ma Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C 1 Cr Cm C t CL M fb Pb V fv F'v +D+H 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0 298 0.131 0.90 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 972.00 0.15 21.18 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0 268 0.118 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1080.00 0.15 21.18 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0 481 0.212 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.71 649.62 1350.00 0.35 47.73 225.00 +D+5+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0 233 0.102 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1242.00 0.15 21.18 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0 415 0.183 1.25 1.200 1.00 1.00 1.00 1.00 1.00 0.61 559.68 1350.00 0.30 41.09 225.00 FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:519167 Victorville, CA 92392 Project Descr: /3 la (760)955-7522 Printed:15 JUN 2019, 8:52PM File!=C\Berkeley119STR1s19187.ec6 WOOd Beam -. • I r • • • _ ENERCALC INC 1989-2015 Build.8,15:129 Ver811C8,3b � E' • ..KWO6.OP9163.t4 . . L'tr :ip .° ,.. ,Ft .j. , ,L.s. s,,d'. - L', •:r'. censeeri'..- '-, 1 1 I.. - `. 1,, . . Description: B1 -HIP BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C r CL M fb F'b V fv Pv +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.233 0.102 1.15 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1242.00 0.15 21.18 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.168 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1728.00 0.15 21.18 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.168 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1728.00 0.15 21.18 288.00 +0+0.7501J+0.750L+0.450W- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.324 0.143 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.61 559.68 1728.00 0.30 41.09 288.00 +D+0.750L+0.750S+0.450W+ 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.168 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1728.00 0.15 21.18 288.00 +D+0.750L+0.750S+0.5250E 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.168 0.074 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.32 289.88 1728.00 0.15 21.18 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.101 0.044 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 173.93 1728.00 0.09 12.71 288.00 +0.600+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=8.50 ft 1 0.101 0.044 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.19 173.93 1728.00 0.09 12.71 288.00 OveralfMaximum Deflections Load Combination Span Max."-"Defl Location In Span Load Combination Max."+"Deft Location In Span +D+Lr+H 1 0.1194 4.095 0.0000 0.000 .V&rtkkaIReactiOflsi Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.432 0.221 Overall MINimum 0.115 0.060 +D+H 0.191 0.101 +D+L+H 0.191 0.101 +D+Lr+H 0.432 0.221 +D+S+H 0.191 0.101 +D+0.750Lr+0.750L+H 0.372 0.191 +D+0.750L+0.7505+H 0.191 0.101 +D+0.60W+H 0.191 0.101 +0+0.70E+H 0.191 0.101 +D+0.750Lr+0.750L+0.450W+H 0.372 0.191 +D+0.750L+0.750S+0.450W+H 0.191 0.101 +D+0.750L+0.750S+0.5250E+H 0.191 0.101 +0.600+0.60W+0.60H 0.115 0.060 +0.600+0.70E+0.60H 0.115 0.060 D Only 0.191 0.101 Lr Only 0.241 0.120 L Only S Only W Only E Only H Only • FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: .82 (760)955-7522 Printed:15 JUN 2019, 9:10PM WoodBeam .. 'File'. C 1Berkeley119STR\519167:ec6+' . .- ,ENERCALC INC.1983-2015 Build.815.12.9,Ver:6.11:8.31 tile#j#"K1M060d8t6,3 MTi'CT1"r r,1T"rnATiEt$"ss$ is ti r sEieuEA+ i9 '=' a rae^LlcenseePFREDISNEURENGINEERtt`IQS1N? Description : B2-CEILING BEAM SUPPORTING HIP BEAM CODE'REFERENCES: • - Load Combination Set:ASCE 7-10 Material Properties Analysis Methoc4llowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasti Load CombinatiASCE 7-10 Fb-Compr 1,000.0 psi Ebend-xx 1,700.Oksi Fc-Prll 1,500.0 psi Eminbeod-x 620.0 ksi Wood Species Douglas Fir-LarchC.... Fc-Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20 pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling 4.." a GD Span=12.0 it Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load D=0.2020, Lr=0.240k@6.0ft Fit orla (sOx a I Point Load : D=0.180 - Lr 4 pt5 PStXµ' 6 -_ I$o k , L0 C r .o;6Fx X6 ' .2jcocf DESIGN`SUMMARY `, Z fin' �S;16S Fe. ;Maximum Bending Stress Ratio = 0.435 1 Maximum Shear Stress Ratio = 0.096 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 652.10psi fv:Actual = 21.68 psi ' FB:Allowable = 1,500.Oopsi Fv:Allowable = 225.00 psi . Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span#where maximum occurs = Span#1 Span#where maximum occur Span#1 Maximum Deflection . Max Downward Transient Deflection 0.077 in Ratio= 1882 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.146 in Ratio= 987 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximumforces &Stresses for-Load Comt Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M fb F'b V N Pv +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.283 0.065 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1080.00 0.23 10.56 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.255 0.059 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1200.00 0.23 10.56 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.435 0.096 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.71 652.10 1500.00 0.47 21.68 225.00 +D+6+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.222 0.051 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1380.00 0.23 10.56 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.377 0.084 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.35 565.54 1500.00 0.41 18.90 225.00 FRED SHEU ENGINEERING Project Title: 12X16' GAZEBO • 14286 California Ave,#103 Engineer: FS Project ID:S19167 . Victorville,CA 92392 Project Descr: (760)955-7522 as Printed'15 JUN 2019, 9:10Phi Wood -'--. _ . 'File'=CaBerkeley%9STR1s19167:ec6' - ENERCALC,INC 1983-2015,Build:615:'12 9,Ver.6.11:831. :Lic,-# ."' 1.•DI 1.•: , '*4441. ."G° '�.#v`'.k.. x':..4W' 3.ary it, ace: rni"•r ti'trt,^. t. Mkt!.Jeer/001ck7 °i Ui. `_ l�_.'I.1 ;. at Description: B2-CEILING BEAM SUPPORTING HIP BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Ci Cr Cm C t CL M fb F'b V N F'v +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.222 0.051 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1380.00 0.23 10.56 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.159 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1920.00 0.23 10.56 288.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.159 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1920.00 0.23 10.56 288.00 +D+0.750Lr+0.750L+0.450W- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.295 0.066 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.35 565.54 1920.00 0.41 18.90 288.00 +D+0.750L+0.7505+0.450W+ 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.159 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1920.00 0.23 10.56 288.00 +0+0.750L+0.7505+0.5250E• 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.159 0.037 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.27 305.88 1920.00 0.23 10.56 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.096 0.022 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.76 183.53 1920.00 0.14 6.33 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.096 0.022 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.76 183.53 1920.00 0.14 6.33 288.00 Overall Maximum Deflections' Load Combination Span Max.'-'Deft Location in Span Load Combination Max."+"Deft Location in Span +D+Lr+H 1 0.1458 6.044 0.0000 0.000 Vertical°Reactions Support notation:Far left is#4 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 0.473 0.473 Overall MINimum 0.140 0.140 +D+H 0.233 0.233 +D+L+H 0.233 0.233 +D+Lr+H 0.473 0.473 +D+S+H 0.233 0.233 +D+0.7501J+0.750L+H 0.413 0.413 +D+0.750L+0.7505+H 0.233 0.233 +D+0.60W+H 0.233 0.233 +D+0.70E+H 0.233 0.233 +0+0.750Lr+0.750L+0.450W+H 0.413 0.413 +D+0.750L+0.7505+0.450W+H 0.233 0.233 +0+0.750L+0.7505+0.5250E+H 0.233 0.233 +0.600+0.60W+0.60H 0.140 0.140 +0.60D+0.70E+0.60H 0.140 0.140 D Only 0.233 0.233 Lr Only 0.240 0.240 L Only S Only W Only E Only H Only • FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: 63 (760)955-7522 _ Primed:15 JUN 2019, 9:11PM WOOd•Beath_ .File' C:1Berkeley119STR1s19167.ec6: r _ ENERCALC,INC.-1963.2015,Build:6:15:12 9,Ver:6i11:8.31' . lJ c:#Il K -06008Afi34:"_i ,.,h, 1.0k44.."rbri ,..w„ frw,9;P.h. "p.;Sw `'ir.., `" ,:� �s:..,$u4 ��,c.:lCegse); e- . °t "_. �. !. I. ., .1... ! gx Description : B3-EAVE BEAM AT LEFT&RIGHT CODE REFERENCES - Load Combination Set:ASCE 7-10 Material Properties _ Analysis MethoAllowable Stress Design Fb-Tension 1,000.0 psi E:Modulus of Elasti Load Combinat'ASCE 7-10 Fb-Compr 1,000.0 psi Ebend-xx 1,700.0ksi Fc-Prll 1,500.0 psi Eminbend-x 620.0ksi Wood Species Douglas Fir- Lard Fc-Perp 625.0 psi Wood Grade No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling D 0.075,0.03)Lr(0.1+0.04) 0(2913,0 075)Lr(0.04 0.1 I V • V P.: ICPSFX c'� 75 PLF 4x10 b _ 155P SFxz = 30 PtP Lr: ..torsFxst= /ooc p F Span=12.0 ft L.Y=Zo fIFXz'=¢o pip. Applied Loads. Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D(S,E) =0.030->0.0750, Lr(S,E)=0.040->0.10 k/ft, Extent=0.0-»6.0 ft, Trib Width= 1.0 ft Varying Uniform Load : D(S,E) =0.0750->0.030, Lr(S,E)=0.10->0.040 kilt, Extent=6.0--» 12.0 ft, Trib Width= 1.0 ft DESIGN;SUMMARY _ _ I,"`f; Dagi46'10"Wi x("#i. Maximum Bending Stress Ratio = 0.424 1 Maximum Shear Stress Ratio = 0.147 : 1 Section used for this span 4x10 Section used for this span 4x10 fb:Actual = 636.23psi fv:Actual = 33.12 psi FB:Allowable = 1,500.00psi Fv:Allowable = 225.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000ft Span#where maximum occurs = Span# 1 Span it where maximum occur Span#1 Maximum Deflection Max Downward Transient Deflection 0.094 in Ratio= 1536 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.172 in Ratio= 835 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum-forces &StresseSfortoad'Comt Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFA/ C i Cr Cm C t CL M ft. F'b V N F'v +D+H 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.269 0.094 0.90 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1080.00 0.33 15.17 162.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.242 0.084 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1200.00 0.33 15.17 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.424 0.147 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.65 636.23 1500.00 0.71 - 33.12 225.00 +D+5+H 1.200 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.210 0.073 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1380.00 0.33 15.17 207.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 • FRED SHEU ENGINEERING Project Title: 121X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: (760)955-7522 153A. Printed:15 JUN 2019, 9:11PM WOOd 628111 File=C:Beikeley\19STR1s19167.pc6t r °ENERCALC,INC.1983-2015,Build:6.15:12.9,Ver.8.11:8:31 ' !Llc 711KWROG0118153? T., I9 :3" .jd i viMt.r#dist . : , giCe'fiseealPRgD Sp.IEgtENGINEgRI$G;11NQ Description : B3-EAVE BEAM AT LEFT&RIGHT Load Combination Max Stress Ratios Moment Values Shear Values _ Segment Length Span# M V Cd CFN Ci Cr Cm C CL M fb F'b V fv F'v Length=12.0 ft 1 0.366 0.127 1.25 1.200 1.00 1.00 1.00 1.00 1.00 2.29 549.68 1500.00 0.62 28.63 225.00 +D+0.750L+0.7505+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.210 0.073 1.15 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1380.00 0.33 15.17 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.151 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1920.00 0.33 15.17 288.00 +D+0,70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.151 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1920.00 0.33 15.17 288.00 +D+0.7501J+0.750L+0.450W- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.286 0.099 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.29 549.68 1920.00 0.62 28.63 288.00 +D+0.750L+0.750S+0.450W+ 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.151 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1920.00 0.33 15.17 288.00 +D+0.750L+0.750S+0.5250E- 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.151 0.053 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.21 290.02 1920.00 0.33 15.17 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.091 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.72 174.01 1920.00 0.20 9.10 288.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0 ft 1 0.091 0.032 1.60 1.200 1.00 1.00 1.00 1.00 1.00 0.72 174.01 1920.00 0.20 9.10 288.00 Overall Maximum Deflections Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deb Location in Span +D+Lr+H 1 0.1724 6.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#• Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.777 0.777 Overall MiNimum 0.214 0.214 +D+H 0.357 0.357 +D+L+H 0.357 0.357 +D+Lr+H 0.777 0.777 +D+S+H 0.357 0.357 +D+0.750Lr+0.750L+H 0.672 0.672 +1)+0.750L+0.7505+H 0.357 0.357 +D+0.60W+H 0.357 0.357 +D+0.70E+H 0.357 0.357 +D+0.750Lr+0.750L+0.450W-FH 0.672 0.672 +0+0.750L+0.750S+0.450W+H 0.357 0.357 +D+0.750L+0.7505+0.5250E+H 0.357 0.357 +0.600+0.60W+0.60H 0.214 0.214 +0.60D+0.70E+0.60H 0.214 0.214 D Only 0.357 0.357 Lr Only 0.420 0.420 L Only S Only W Only E Only H Only FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO • 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: B (760)955-7522 it Printed:15 JUN 2019, 9:15PM Woad • - -FIle C1Berkele19SR1s1816Zece ., ENERCALC INC 1985.2015 Build 6.15:129 Vere.11.8.31. I is I#ice KVIfa060.08063', ' «.. 4",...a4.(,r 1"02 4o.1ri. I ' Fa.,t§.3'r oft, e e 3.`•'amid, ll,.;-In--...icensee.r..,.: •i, . S ` IN .-..2 - ,I1_- Description : B4-EAVE BEAM AT FRONT AND REAR CODE REFERENCES Load Combination Set:ASCE 7-10 Material Properties Analysis Methoc Jlowable Stress Design Fb-Tension 1,350.0 psi E:Modulus of Elasti Load CombinaU8SCE 7-10 Fb-Compr 1,350.0 psi Ebend-xi( 1,600.Oksi Fc-Prll 925.0 psi Eminbend-x 580.0 ksi t Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.Opsi Density 31.20pcf Beam Bracing Beam is Fully Braced against lateral-torsion buckling 220.0754 Lr(0.1) s 0.233tLr(0.24) ♦ + D(0.233 0.24) 0(0 075 0 03 Lr 0 1 0.04 D 0.03 0.075 Lr 0.04 0.1 /' 4 • • 6x10 rRom vsr5-x5 =7S D= 15xz'=3o 1., ' QLD N� I$ PSF Xs = 7� pe. Span=16.0 ft Cr-ZeM 5r=le0 Lr=Zon'ez 0 by c2v_J SF-x-5 tOOPLF �- - - - - - Applied Loads - , _ Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Varying Uniform Load : D(S,E)=0.030->0.0750, Lr(S,E)=0.040->0.10 k/ft, Extent=0.0--»6.0 ft, Trib Width=1.0 ft Varying Uniform Load: D(S,E)=0.0750->0.030, Lr(S,E)=0.10->0.040 k/ft, Extent=10.0--» 16.0 ft, Trib Width=1.0 ft Point Load : D=0.2330, Lr=0.240 k @ 6.0 ft Uniform Load : D=0.0750, Lr=0.10 k/ft, Extent=6.0--» 10.0 ft, Tributary Width= 1.0 ft Point Load : D=0.2330, Lr=0.240 k @ 10.0 ft DESIGN SUMMARY (m SD'e idillt;K`,lij," :Maximum Bending Stress Ratio = 0.702 1 Maximum Shear Stress Ratio = 0.214 : 1 ' Section used for this span 6x10 Section used for this span 6x10 fb:Actual = 1,185.11 psi fv:Actual = 45.41 psi FB:Allowable = 1,687.50psi Ey:Allowable = 212.50 psi ' Load Combination +D+Lr+H Load Combination +D+Lr+H ' Location of maximum on span = 8.000ft Location of maximum on span = 15.241 ft Span#where maximum occurs = Span#1 Span#where maximum occur Span#1 Maximum Deflection Max Downward Transient Deflection 0.309 in Ratio= 620 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.591 in Ratio= 324 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum-Forces &Stresses for,Load-Comt Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C) Cr Cm C CL M ib F'b V N F'v +D+H 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.464 0.142 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 1215.00 0.76 21.68 153.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.418 0.128 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 1350.00 0.76 21.68 170.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.702 0.214 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.17 1,185.11 1687.50 1.58 45.41 212.50 • FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO • 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville,CA 92392 Project Descr: (760)955-7522 Pnnled:15 JUN 2019, 9:15PM FIIe-=C 1Berkeley119STR\s19167:ec6�r Wood,Beam - ENERCALrC,INC .1983-2015,Build:6:15.12.9,Ver.6.11i8:31 ;Li #;.J( K06Q18,we' 'w t$l. MPt r :1+ Itc i' ':rW ka „mr?` Jan ie .m`," a;; +'i'kgt censee;`•::' i1 Ii 1 I .. 1 ...1..'. Description : 84-EAVE BEAM AT FRONT AND REAR Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm Ct CL M fb F'b V fv F'v +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.363 0.111 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 1552.50 0.76 21.68 195.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.610 0.186 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.10 1,029.91 1687.50 1.38 39.48 212.50 +D+0.750L+0.7505+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.363 0.111 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 1552.50 0.76 21.68 195.50 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.261 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 2160.00 0.76 21.68 272.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.261 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 2160.00 0.76 21.68 272.00 +D+0.750Lr+0.750L+0.450W- 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.477 0.145 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.10 1,029.91 2160.00 1.38 39.48 272.00 +0+0.750L+0.7505+0.450W+ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.261 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 2160.00 0.76 21.68 272.00 +D+0.750L+0.7505+0.5250E• 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.261 0.080 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.89 564.29 2160.00 0.76 21.68 272.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.157 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 338.57 2160.00 0.45 13.01 272.00 +0.600+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=16.0 ft 1 0.157 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.33 338.57 2160.00 0.45 13.01 272.00 Overall-MaximUnDeflections Load Combination Span Max."-"Defl Location In Span Load Combination Max."+"Deb Location in Span +D+Lr+H 1 0.5908 8.058 0.0000 0.000 VerticalReactions - ' - Support notation:Far left is#' Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.649 1.649 Overall MINimum 0.473 0.473 +D+H 0.789 0.789 +D+L+H 0.789 0.789 +D+Lr+H 1.649 1.649 +D+S+H 0.789 0.789 +0+0.750Lr+0.750L+H 1.434 1.434 +D+0.750L+0.7505+H 0.789 0.789 +D+0.60W+H 0.789 0.789 +D+0.70E+H 0.789 0.789 +D+0.750Lr+0.750L+0.450W+H 1.434 1.434 +D+0.750L+0.7505+0.450W+H 0.789 0.789 +D+0.750L+0.7505+0.5250E+H 0.789 0.789 +0.60D+0.60W+0.60H 0.473 0.473 +0.60D+0.70E+0.60H 0.473 0.473 D Only 0.789 0.789 Lr Only 0.860 0.860 L Only S Only W Only E Only H Only Fred Sheu Page Engineering Lateral Analysis • C. I 3[t�1 ®SH PD 3, +.1t 1009 6th Ave, Arcadia, CA 91006, USA Latitude, Longitude: 34.1292154, -118.0191805 . Tapioca Express -; ` rti *L, v Q{y rnW i6 O. K cn n N _A 0 m it - to to n 5 r4 n- o D St y D m r t r ra ni m Google Map data©2019 'Date 6/15/2019,1:02:37 PM 'Design Code Reference Document ASCE7-10 Risk Category II .Site Class D-Stiff Soil + ;Type Value Description S$ 2.134 MCER ground motion.(for 0.2 second period) I St 0.795 MCER ground motion.(for 1.0s period) i ;Is 2.134 Site-modified spectral acceleration value SM, 1.193 Site-modified spectral acceleration value 1 SDS 1.423 Numeric seismic design value at 0.2 second SA 801 0.795 Numeric seismic design value at 1.0 second SA i Type Value Description SDC E Seismic design category ' Fa 1 Site amplification factor at 0.2 second F„ 1.5 Site amplification factor at 1.0 second PGA 0.808 MCEG peak ground acceleration i FPGA 1 Site amplification factor at PGA 1 PGA 0.808 Site modified peak ground acceleration 1 TL 8 Long-period transition period in seconds SsRT 2.607 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 2.698 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration ' SsD 2.134 Factored deterministic acceleration value.(0.2 second) S1RT 0.938 Probabilistic risk-targeted ground motion.(1.0 second) i S1UH 0.969 Factored uniform-hazard(2%probability of exceedance In 50 years)spectral acceleration. 1 SID 0.795 Factored deterministic acceleration value.(1.0 second) t PGAd 0.808 Factored deterministic acceleration value.(Peak Ground Acceleration) CRs 0.966 Mapped value of the risk coefficient at short periods CR1 0.968 Mapped value of the risk coefficient at a period of 1 5 • Fred Sheu Project: 6/4ZE80 Page CZ Engineering Job# 519167 SEISMIC LOAD Per 2016 CBC Section 1613 and ASCE 7-10 section 12.8 Equivalent Lateral Force Procedure: Seismic Design Category = E Site Class = D Occupancy Category = II Importance Factor, I = 1.0 Response Mondification Coefficient, R = 2.00 System Overstrength Factor, 120 = 2.50 Seismic Design Parameters from USGS: Site Coefficient (0.2 sec), F3 = 1.0 Site Coefficient (1.0 sec), Fv = 1.5 Mapped Spectral Acceleration (0.2 sec), Ss = 2.134 Mapped Spectral Acceleration (1.0 sec), Si = 0.795 Adjusted Spectral Acceleration (0.2 sec), Sms = Fa Ss= 2.134 Adjusted Spectral Acceleration (1.0 sec), Smi = Fv Si = 1.193 Design Spectral Response Acceleration (0.2 sec), Sos = 2/3 x Sms= 1.423 Design Spectral Response Acceleration (1.0 sec), Sol = 2/3 x Sm, = 0.795 Seismic Design Coefficient: (Eq. 12.8-2) Cs = SDS/ ( R / I ) = 1.423 / ( 2.0 / 1.0 ) = 0.711 (Eq. 12.8-5) Cs min. = 0.044 SDS I > 0.01 = 0.044 *1.423*1.0= 0.063 (Eq. 12.8-6) Cs min. = 0.5*Si/ ( R / I ) = 0.5 * 0.8 / ( 2.0 / 1.0)= 0.199 (Eq. 12.8-3) Cs max. = SDI/T( R / I ) = 0.795/ 0.11*(2.0/1.0 ) = 6.325 (Eq. 12.8-7) T = Ct * hn A 0.75 = 0.02 * 10.0 A 0.75 = 0.112 sec. where hn = 10.0 ft (Sec. 12.3.4) Redundancy Factor, p = 1.3 Seismic Base Shear: (Eq. 12.8-1) V = p Cs W = 1.3 * 0.711 * W = 0.925W for LFRD or 0.925 * W / 1.4 = 0.661W for ASD • Fred Shea Project C A ZE BO Page C 3 Engineering Job# 511167 WIND LOAD Per ASCE 7-10 Simplified MWFRS Envelope Procedure, Chapter 28 part 2 Adjusted design net wind pressure, ps= X Kzt Ps3o (Eq. 28.6-1) Mean roof height= C. Basic-wind speed = .i l o m p h., Exposure = C . Kit`=:topographic factor per section 26.8 = 1.0 X =.adjustrnent factor for building height & exposure per Fig. 28.6-1 Mean roof. Exposure Height (ft) ' B C D 15 1.00 CI-.20 1.47 20 1.00 1.2g 1.55 25. 1..00 1.35 1.61 30 ' 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Peso = Simplified design wind pressure for Exposure B, h= 30' from Fig. 28.6-1 . Roof,Angle . ., Horiz. pressure Horiz. pressure Horiz. pressure Horiz. pressure '(pitch_/-degrees) zone A zone A zone A zone A for basic for basic for basic for basic wind speed= wind speed= wind speed= wind speed= 110 mph 115 mph 120 mph 130 mph 1:12 /.upto 5 degree 19.2 21.0 22.8 26.8 2:12./,10.0 degree 21.6 23.7 25.8 30.2 3:12 / 14.0 degree 25.8 6.33.0 -� 4:12 / 18,4. degree 25.8 . 28.1. 30.7 36.0 5:12/22.6 degree " 3 . 27:6 30.0 35.3 6:12 /26.6 degree 23.3 25,7 27.7 ' 32.5 7:12 to 12:12 / 21.6 23.6 25.7 30.1 30 to 45 degree __-> ps= X Kzt Peso = (.Z(x'z s-.8- 31.z_ p s P __4 For ASD, ps= 0.6 ps = 0.6 x 51.2 = /9.7 P S F • • Fred Sheu Project G A ZC--t3 o Pae 9 Engineering Job# s19167 CMU COLUMNS : vv/NP CoA 0 _ /2. 7x (20x3') = lig a " SEismic L°49 = 0. 661W = o.66/ x(icPsrxl6 'x-20 ') = 3 / 731.-8 $Elsmic GoVERAvs EAcy col-urn , Vs =col-unityLa 5/ 73 4 = 7? 3 Le D.L. = I5P5Fx (iNXzo% ) = 1 ,zoote Lr _ 2bP$Fx (I6'x20/9 ) = 1, 600 La Hr. = Fs = o. g — 7. z.'. . . • USC : / 6 "x I6" CuMCOLUM N v1/4 - St venrtcAL a coRNERs SEE CALLS Cs ti GT ar # 3 ne 6 " 0.c • • C' 1^1• V. FOOTING; USE : IG" SS . x 4DEEP . DIRCcr 8uagAL •PIER Foor'NG . "V•4 _ 44- C VERT'cA L. SEE cc? ti C 8. 3 Tie. @ 6 " o :c . J FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO - 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville,CA 92392 Project Descr: C5 (760)955-7522 Printed:15 JUN 2019.10:37PM Masonty'COjUnr . ,File=C1Berkeley119STR1s19167.ec6- a ENERCALC,INC: 989= b15,Build:6,15129;Ver6.11C8.31 fci?•r. .% _161,131.'34 svr via,- 1.1:',,n c 1,,15,. •. ..d..- y`4,...".:'011 ".,1,1:,....nt'..12,' '!,;`,,,,. 1k kt.NOPnse4,1.," e^ .._.UL_.1 I.1.. . .1. ;j..!..'. Description: 16"SQ.CMU COLUMN Code:References -- Load Combinations Used :ASCE 7-10 General Information Material Properties Column Data Analysis Settings F'm = 1,500.0 psi Column width along) = 15.625 in Analysis Methoc = Working Stress Design Fr-Rupture = 75.0 psi Column depth along• = 15.625 in Em=fm. = 900.0 End Fixity Conditior = Top Free, Bottom Fixed Column Densi= 130.0 pcf Longitudinal Bar Size= # 5.0 Overall Column Height= 7.20 ft Bars per side at+Y 8 = 2 Rebar Grade = Grade 60 Construction Type Solid Grouted Hollow Concrete M Fy-Yield = 60000 psi Bars per side at+X 8 = 2 Fs-Allowable= 24,000.0 psi Cover from ties = 3.50 in Tie Bar Size = # 3 E-Rebar = 29,000.0 ksi Actual Edge to Bar Cc= 4.1875 in Tie Bar Spacing = 6.0 in Load Combination= ASCE 7-10 Brace condition for deflection(buckling) along columns : X-X(width)axis:Unbraced Length for X-X Axis buckling=10 ft,K=2.1 Y-Y(depth)axis :Unbraced Length for X-X Axis buckling=10 ft,K=2.1 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included : 1,586.91 lbs* Dead Load Factor AXIAL LOADS . . . Axial Load at 7.20 ft, D = 1.20, LR = 1.60 k BENDING LOADS . . . Lat. Point Load at 7.20 ft creating Mx-x, E= 0.7930 k DESIGN SUMMARY • - •, Bending Check Results PASS Maximum Bending Stress Ratio = 0.481 : 1 Maximum SERVICE Load Reactions.. Load Combination +o.60D+0.70E+0.60H Top along X-X 0.000 k Location of max.above base 0.000 ft Bottom along X-X 10.793 k At maximum location values are.-- Axial-Applied 1.672 k Maximum SERVICE Load Deflections... Axial-Allowable 3.530 k Along x-x 0.025 In at 7.200 ft above base Moment-Applied -3.997 k-ft for load combination E Only Moment-Allowable 8.289 k-ft PASS ReinforcingArea Check (ACI 530-08,Sec 3.3.4. Compressive Strength 92.884 k (ACI 530-08,Sec 3.3.4. Pa=(0.25 fm An+0.65 Ast Fs) *[1-(h/(1404))^2] As:Actual Reinforcement 1.240 Min:0.0025'An 0.610 PASS Check Column Ties (AC1530-08,Sec 2.1.6. Max:0.04'An 9.766 Min.Tie Dia.= 1/4",#3 bar provided Dimensional Checks Max Tie Spacing= 10.00 in,Provided= 6.00 in Min.Side Dim.>=8" (ACI 530-08,Sec 3.4.4. PASS Overall Height/Min Dim<=25 (AC!530-08,Sec 3.4.4. Load Combination Results Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination Stress RatioStatus Location Actual Allow Actual Allow +D+H 0.02980 PASS 0.0 ft 2.787 k 92.864 k 0.0 k-ft 11.105k-ft +D+L+H 0.02980 PASS 0.0 ft 2.787 k 92.864 k 0.0 k-ft 11.105k-ft +D+Lr+H 0.04691 PASS 0.0 ft 4.387 k 92.864 k 0.0 k-ft 11.105 k-ft +D+S+H 0.02980 PASS 0.0 ft 2.787 k 92.864 k 0.0 k-ft 11.105 k-ft +D+0.750Lr+0.750L+H 0.04263 PASS 0.04832 ft 3.987 k 92.864 k 0.0 k-ft 11.105 k-ft +D+0.750L+0.7505+H 0.02980 PASS 0.0 ft 2.787 k 92.864 k 0.0 k-ft 11.105 k-ft +D+0.60W+H 0.02980 PASS 0.0 ft 2.787 k 92.864 k 0.0 k-ft 11.105 k-ft +D+0.70E+H 0.4192 PASS 0.0 ft 2.787 k 6.669 k 3.997 k-ft 9.521 k-ft +D+0.750Lr+0.750L+0.450W+H 0.04263 PASS 0.04832 ft 3.987 k 92.864 k 0.0 k-ft 11.105 k-ft , FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: G b (760)955-7522 Printed:15 JUN 2019,10:37PM Fite=C\Berkeley119STR\319167:ec6. iM8sonly`, oillmII ENERCALC INC 1983-2015 Build.6.15:129 Vere.11:8.31 IUi8 #f@KW..0.$I 08163!r rrae 1�, ialidgagRIM ffWART 9 , 'i. n` ':r:.'"Ma'it:gffsVef:REREPISBEENGINEERINGjNG. Description : 16"SQ.CMU COLUMN Load,Combination Results Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination Stress RatioStatus Location Actual Allow Actual Allow +D+0.750L+0.7505+0.450W+H 0.02980 PASS 0.0 ft 2.787 k 92.864 k 0.0 k-ft 11.105 k-ft +D+0.750L+0.7505+0.5250E+H 0.2763 PASS 0.0 ft 2.787 k 10.104 k 2.998 k-ft 10.836 k-ft +0.60D+0.60W+0.60H 0.01788 PASS 0.0 ft 1.672 k 92.864 k 0.0 k-ft 11.105 k-ft +0.60D+0.70E+0.60H 0.4809 PASS 0.0 ft 1.672 k 3.530 k 3.997 k-ft 8.289 k-ft Maximum•Reactions Note:Only non-zero reactions are listed. Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base +D+H k k 2.787 k +D+L+H k k 2.787 k +D+Lr+H k k 4.387 k +D+S+H k k 2.787 k +D+0.750Lr+0.750L+H k k 3.987 k +D+0.750L+0.750S+H k k 2.787 k +D+0.60W+H k k 2.787 k +D+0.70E+H 0.555 k k 2.787 k +D+0.750Lr+0.750L+0.450W+H k k 3.987 k +D+0.750L+0.7505+0.450W+H k k 2.787 k +D+0.750L+0.750S+0.5250E+H 0.416 k k 2.787 k +0.60D+0.60W+0.60H k k 1.672 k +0.60D+0.70E+0.60H 0.555 k k 1.672 k D Only k k 2.787 k Lr Only k k 1.600 k L Only k k k S Only k k k W Only k k k E Only 0.793 k k k H Only k k k Maximum Deflections for Load.Combinations _ Load Combination Max.Y-Y Deflection Distance _ +D+H 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L+0.7505+H 0.0000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 ft +D+0.70E+H 0.0177 in 7.200 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 0.0000 in 0.000 ft +D+0.7501.+0.7505+0.5250E+H 0.0133 in 7.200 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft +0.60D+0.70E+0.60H 0.0177 in 7.200 ft ID Only 0.0000 in 0.000 ft Lr Only 0.0000 In 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 In 0.000 ft W Only 0.0000 in 0.000 ft E Only 0.0253 in 7.200 ft H Only 0.0000 in 0.000 ft FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO - 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville,CA 92392 Project Descr: c7 (760)955-7522 Printed:15 JUN 2019,10:37PM Ma$an 'COIUfTth ' - File C.\8erkeley\19STR1s19167,ec6. r •ENERCALC,INC.1963.2015 Build:6:15:12.9 Ver•61.1.8.31 ✓a ,� 2 ', 1, t s a.w ✓aa,- , �,. . ,� - 0 1 iLih #:&�•V)I06109A63 : ;,1.� '.e. �„•. adn.. . r ?�fiw*� .. . +� �'.".:.. db. ,,.. n..:.,,+�-_..icenst•e'ii,e: k � -.. '..... ,ja, Description : 16"SQ.CMU COLUMN Cross Section Interaction Diagram r 1 Masonry Column P-M Interaction Diagram 929 Allowable Moment(k-fl) Pa-A9owaNe=9286. - - _ - - I 83.6 " Ti.Ea=010'Depth O O 5 65.0_ ampreetion zone E_ 9 2. 65.7_ -- e-e�.•.ao 96.9 Balanced Pb,Mb=6'kS%1da38I. i -- _ - 3].1 • / 27.9_ . / Tension)** - 18.6= • ____.-----% 1..------ ______---"l y.— - . ' < .,-...V (jnax w/Pu-0-6.92 _ I 1.8 36 54 7.2 9.0 14.8 12.6 19.9 1d.2 18.0 •FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: C g. (760)955-7522 Printed:15 JUN 2019,11:07PM Pole:Footing=Embeddetl In Solt ,File C,1Berkeley119$TR1519167ec6- , e, 1ENERCALC,INC 1883 015;-Build 61512.8„Ver6 11 6 31 ;L c tC1F W,,:0.60081,63 '..°,iRt.;8 rear P.4t .. '., ' i. 4 er. it.:;,. aSP:i .:'Lr x°IY ?r`4WNt 1� MM 3I..*: rcensepxP,.,; °I ... .I r. 1..11__. ' S N.'.. Description: CMU COLUMN EMBEDMENT Code-References Load Combinations Used :ASCE 7-10 General Information Pole Footing Sha Rectangular Pole Footing Width 16.0 in Calculate Min. Depth for Allowable Pressures Lateral Restraint at Ground Surface Allow Passive 150.0 pcf Max Passive 1,500.0 psf Controlling Value v Governing Load CombinatieD+0.70E+H 0 q Lateral Load 0.5551 k Moment 3.997 k-ft Restraint @ Ground Surface Sail Surface • Surface Lateral neutral MINIMLtaraig• Pressure at Depth14 liar l itt010.1] Actual 564.70 psf r ft -a/10t? - Allowable 600.0 psf oltelLa I1 rtl 111 5 Surface Retraint Force Z678.36 36 lbs eammlivril r-4-113.1M f . ...{ f= ^� f p fY R I 1 r ..Pp.i 3 :a F1 f III ��1 3 ££E� BjN Minimum RequlrfedtDepth z 's 111401 ft 1 tii.:.4. 4-,','N'','' _ Footing h.Ice Footing Base Area 1.778 ftA2 Maximum Soil Pressure 1.575 ksf Applied Loads Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D:Dead Load k k/ft k-ft 120 k Lr: Roof Live k k/ft k-ft 1.60 k L:Live k k/ft k-ft k S:Snow k Rift k-ft k W:Wind k k/ft k-ft k E:Earthquake 0.7930 k Rift k-ft k H:Lateral Earth k k/ft k-ft k Load distance about TOP of Load above ground surface ground surface 7.20 ft ft BOTTOM of Load above ground surface - ft - Load Combination Results - �,�irwsif-itT' ,,...,-4A e'v'4 ,'< rc�1 fkk 1 r `Forcesr©'GroundlSurface W r Required e�Pressurelat Depthe l l&Sollil)1erease t,Load&Comdindtiort - 1 I ,.. a '" ` ` 1 f , -* ' 'y1 I t _�..a._< _ .. .� ,>:s. i -x;11_5,!,9 ,.Load•s (K)-4jn`Morrlents (ftk) ., '�Dgpthl. (ft). Actual-,(.. a Allows(Pas,�...o,attt.etsi.i .11. +D-Fill 0.000 0.000 0.13 0.0 18.8- 1.000 +D+L+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+Lr+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+5+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+0.750Lr+0.750L+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+0.750L+0.7505+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+0.60W+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+0.70E+H 0.555 3.997 4.00 564.7 600.0 1.000 +D+0.750Lr+0.750L+0.450W+H 0.000 0.000 0.13 0.0 18.8 1.000 FRED SHEU ENGINEERING Project Title: 12'X16' GAZEBO 14286 California Ave,#103 Engineer: FS Project ID:S19167 Victorville, CA 92392 Project Descr: (760)955-7522 G I Printed:15 JUN 2019.11:07PM -Pole.Footin Embedded16,-Soil. . - . =s -- -- Fue; C\Berkeley119STRts1916Z;e06 g` - • :ENERCALC,INC .1983.2015,Build:6:15.12 9,Ver.6.11 8.31 ^' Lie #+'.KW 06008963,zt._ile,`3i'.. :.h L.. 714.‘ '+ :b. 4 "1t15`r4i G.-1' `a r [ -.` icerlseeN FRED SHEU ENGI EERING'.NC Description : CMU COLUMN EMBEDMENT +D+0.750L+0.750S+0.450W+H 0.000 0.000 0.13 0.0 18.8 1.000 +D+0.750L+0.750S+0.5250E+H 0.416 2.998 3.63 515.7 543.8 1.000 +0.60D+0.60W+0.60H 0.000 0.000 0.13 0.0 18.8 1.000 +0.60D+0.70E+0.60H 0.555 3.997 4.00 564.7 600.0 1.000