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"�'oe Souryo`o Town of Southold * * P.O. Box 1179 0 53095 Main Rd �°`��nu►m�, � Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 46421 Date: 08/19/2025 THIS CERTIFIES that the building SINGLE FAMILY DWELLING-ADDITION AND ALTERATION Location of Property: 705 Nokomis Rd Southold, NY 11971 Sec/Block/Lot: 78.-3-25 Conforms substantially to the Application for Building Permit heretofore,filed in this office dated: 04/29/2025 Pursuant to which Building Permit No. 52002 and dated: 06/16/2025 Was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: Pergola addition to existing single-family dwelling as applied for. The certificate is issued to: Michael Valentino , Suzanne Valentino Of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL: ELECTRICAL CERTIFICATE: 112058 8/7/2025 PLUMBERS CERTIFICATION: E tho ' ed ignature OfSUbT�O TOWN OF SOUTHOLD BUILDING DEPARTMENT • �� TOWN CLERK'S OFFICE coUNTI.- . SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 52002 Date: 06/16/2025 Permission is hereby granted to: Michael Valentino 33 Griswold Rd Rye, NY 10580 To: construct pergola addition to existing single-family dwelling as applied for. Premises Located at: 705 Nokomis Rd, Southold, NY 11971 SCTM#78.-3-25 Pursuant to application dated 04/29/2025 and approved by the Building Inspector. To expire on 06/16/2027. Contractors: Required Inspections: Fees: Single Family Dwelling- Addition &Alteration $460.00 CO-RESIDENTIAL $100.00 Total S560.00 ----- -- ------------------- Building Inspector A U G 1 8 2025 NASSAU ELECTRICAL r_ SUFFOLK "'' INSPECTORS Building Department Town of Southold : 159 Route 25A,Building 1 Suite B Miller Place,NY 11764 Telephone:631 495 8136 - Fax:631 509 4538 - E-Mail:Requests@SuffolkBEI.com CERTIFICATE OF ELECTRICAL COMPLIANCE Applicant: Platinum East Electric Inc Certificate No.: 112058 Rough In Inspection Date: Final Inspection Date: Aug 07,2025 , r Application No.: Building Permit No.: 52002 County Tax Map No.: ,; This Certificate of Electrical Compliance is limited to the inspection and compliance of electrical equipment and/or work described hPL-w—installed on-bshalf_ofthe.applirant named_ahow- located atthe_premise_of_and-nota8ecthe.final.i"srction-date above• _ e. '. Owner: Michael Valentino P Site Location: Platinum East Electric Inc,705 Nakomis Road,Southold,NY 11971 Owner's Address(if different): ` J ®Residential O indoor ❑Basement O Service O Shed ' O Commercial ®Outdoor ❑First Floor ❑Pool ❑Hottub -t k-x ❑New O Renovation D Second Floor O Attic ❑Garage , s 0 Addition D Survey ❑PV Solar ❑Generator ❑Conversion j o 0 Signs 0 Battery Storage Other: INVENTORY Single Phase Heat Duplex Recpt Ceiling Fixture 0 Dual Func Breaker Three Phase Hot Water GFCI Recpt Wall Fixture Smoke ' Main Panel AC Cond Single Recpt Recessed Fixture 0 CO Detect } n Sub Panel AC Blower Range Recpt LED Lighting 0 Smoke CO Combo Transformer Appliance Ckt Dryer Recpt 0 Emergency Time Clock 1 7 Disconnect 0 Switches 0 Twist Lock 0 Exit Fixtures 0 Pumps GFCI Breaker Heat Pump Electric Heat Pool Luminaire Exhaust Fan Other Equipment:Pergola The electrical work and/or equipment described above were inspected and was found to be in compliance with local, _ state and national electrical-code requirements and this-office. Applicant: Platinum East Electric Inc License No.: 34091-ME r� Date Printed: Aug 08,2025 Inspected By:Joe Coppola Signature: ��' so # TOWN OF SOUTHOLD BUILDING DEPT. coum, 631-765-1802 INSPECTION OUNDATION 1ST/ REBAR, [ ] ROUGH PLBG. [. ] FOUNDATION 2ND [ ] INSULATIOWCAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION' [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O ] RENTAL REMARKS: r:0�4ie DATE l ?/ - INSPECTOR* ya4 OF SOUIyo� # * TOWN OF SOUTHOLD BUILDING DEPT. o � 631-765-1802 1 NSPECTION [ ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] I LATION/CAULKING [ ] FRAMING /STRAPPING [ .FINAL [ ] FIREPLACE & CHIMNEY ( ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: i / DATE °I 'LO INSPECTOR / OF 50!11,�°�o # TOWN OF SOUTHOLD BUILDING DEPT. comm, 631-765-1802 ,v imVINSPECTION [ ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATIOWCAULKING [ ] FRAMING /STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ]. RENTAL REMARKS: 1 v ( K DATE lo''J INSPECTOR r. 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UL 2025 Buiidjng pa Partmant r rowln Of Soughald r.!: P 'rI� +i w _�y,,9,. hc.��- - aka ��yS,..• � r 1 • + �a'�.a+y`.� V -hrm -_��'y`' ice./i` I > ..� `� '�"�i L �l r '°''�TjF'.„,l1''�Y\:. 44 �lT 1 -.i• a: i+ a t � � 5'j�t '1.�4v Ida c•;°*� �i/�- 'NI Mir rot. . �Na, : tom•Y`' kr. .F. MY Mf JA r was-, r� - •} _ ?� p ♦t T _ ask C— X2cr ,. ja 0 -0 _a ✓ "- �..�i •fir �� �,•; �a'�.»'�• � tWEN UJ �'"��C�4�+ ���^l�P •deg .r �g��,� /iFF�i .f�EEi:'�t� _ � '+0'!��i,�r.//`�`..-:c' .n lit ail! .C�Qa�:•�r..,v�i,tsp�1liT�•�YY.u��+ ._�'�3`,�r.�: !;;r�s�l';�IG•t�el".��'���'�''„sY' + FIELD INSPECTION REPORT DATE <a COMMENTS -------------- QT\ ...... ...... 1"OUNDATION (IS-I') c::) --------------------------------------- ----- -- ------------ c: FOUNDATION (2ND) O ROUGH FRAMING & IlLUMBrNG An ---------- INSULATION PER N. Y. STATE ENERGY CODE, FINAL ---------------I ADDITIONAL COMMENTS s-..- n� ��... -- - t-e o T�7 tP ----------- -- 73 ......... 17� =o�SUFFncr�� TOWN OF SOUTHOLD-BUILDING DEPARTMENT x Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY-11971-0959 oy�ol �oo�� Telephone(631) 765-1802 Fax (631) 765.-9502 https://w.w.w.soutboldtoWnny.gov . Date Received APPLICATION FOR BUILDING. PERMIT For Office Use Y Onl E P . CI E p 60z PERMIT'NO. 52Building Inspector: F A P R 2 9 2025 � Applications and forms must be filled out in their entirety.Incomplete applications will not be accepted.'Where the Applicant is not the owner,an. 6 ts61 irtE vlpvl^i Owner's Authorization form(Page 2)shall be completed." of's•t$t:za?f�45;'3 Date:4/23/25 OWNER(S);OF PROPERTY:' Name: Michael Valentino scTM#i000-78.-3-25 Project Address: 705 Nokomis'Road, Southold 7- Phone#: 914-819-2210 Email: rnvalentino@tmpg.com Mailing Address: 33 Griswold Road, Rye, NY'10580 CONTACT PERSON: : .. . . Name:Jennifer Del Vaglio Mailing Address:PO box 3.69 peconic:ny 11958 Phone#:631=734-7600 Email:Jennifer@eastendpoolking.aom DESIGN PROFESSIONAL INFORMATION: Name:N/A Mailing Address: Phone.#: : Email: CONTRACTOR INFORMATION: Name:East End Pool King Mailing Address:PO box 369 peconic ny 11958 _[ Phone#:631=734-7600 Emaii:Jennifer@eastendpoolkino.com -DESCRIPTION OF:PROPOSED CONSTRUCTION [I New Structure El Addition - ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project' ROther Pergola $ Will the-lot be-re=graded? ❑Yes iNo Will excess fill be removed from premises? ❑Yes No :® 1 PROPERTY INFORtAATION FAng use of property: Residential Intendead use of property:Res)denfaal or usedistrict in which premises is situated., Arc;there any covenants and restrictions with respect to40 this property? Dyes)@No IF YES,PROVIDE A COPY. IR Check Box After Reading_ 7hc nor/cwrtracmrJdrsQnAcvsessinl israTponsbicirx d rgiraga anal starm wabtf 1:t0 t at ProaddDd 5y G er73ialthttatim ,APraieFiTlOrtS►lEmv►eaapetochc0u�in MIAf0rjhetss=rx Qt3Naidins PW-A=gmt14aW7d'0g7=M O .raxncecfsncron,rcdsaurtmV5�-k,&amq:X:.ai•Ycr aradcsthora" a Iaaa6,armss ro W Iw ;1"SUM r�crat"Oft Of&W Me no.�f erdwrnrna n s h Qeu�r.Thr m eet, to "Isle Lp* ctld tar dS r , wEtra.m tcadS 8icaawg, fade re:gLlY.ietts ata! a$i'tt aAm°wr mtk rs'm rppYrahl¢e.wy.�aSinn^K'.M. Punt"C as a GLU*amid t �fnr�dr'�(sp rarram"'T kmP�ar'c,!also datr; rNs-rn asn 4i-r a*aro erttata-nar ptrniacx w Session?s4.45 oP Thn Ne,Y Stag slot*P"al loos, ApPTisat7on SttbRlRdtect By(Rant D RA(Itharked Agent E lOwner Signature Of Applicant:)C Date: —ZLi'ZCj STATE OF NEW YORK) 55: cour"TY or!5u�LK-i Is $A\� being duly sworn,dc;poscs and says that(%)he is the:tppiica rot (Name of irxlividual si. it&contract) bovc named, (S)he is the (Contracto c p, Corporate Officer,etc_} of;aid owner orowners,and is duly authoriaedto perform or have De'fCwrned the said weak and to make and file thi; application;that all statements contained in this 3130r..ation are;true to the best of his/her knowledee and belief;and that the vrork will be performed in the manner sect forth in they application file therewith. Sworn before me this 25 Ap r iotary Public TF'ACEY L. 0 ^ ER PROPERTY OWIIIER 4UTH. IzAT)( i`�d NOTARY PUt,L,IC,STATE F NEW YORK (Where the applicant is not the owner) NO.Of DW631 Oq OU,a,LIFIED,IN Sfxt 0 K COUpj-ry Michael Valentino 705 Nokom!S Road, SDllfhpCOMMISSION j�ISSfOPJ Ey(Ri� S J NE 30,�O�(p _ - residing at Jennifer DO VaciliiD alvor E:tai Cod Pool Kim) cla hardy autlutrire to apply on my f to t f*ova o tot uildln rnent for approval as described herein, ,i 9svner's Sig a c Michael Valentica Date PrfMCK-mer's N;trnc w_ LAND N/F OF p -7 3 Z`3 S.C.T.M. NO. DISTRICT: 1000 SECTION: 78 BLOCK: 3 LOT(S):25 PETER J SARKUS RUC'Ply ' "" �11FFOI.I{'C©UNTY DEPAR i PAENT 07 HEALT-H SERVICES IRREVOCABLE TRUST 4 PERMIT FOR APPROVAL'OF#R-21-1914 DWEWNG �. Z Z , 4^r J;tii;"Ts�U CTION FORA ° IW/PUBU WATER �g' L1E'31CLF:Ffi i. '{i i, !'; r.. „ , C N 8402 V00"E- -' 270.00' YI l��:l�l �!,ty0 O i I EL 17.4 SON 81 PROPOSED POOL FENCE J O O �. V S DO 0 EL 16.5 DA� 2. I �/r �...# X I o fie I W - API•:. QED - f W o I a6P TOTAL Ad IM0,M PEDRW� S 0 z 32`MAPLE 32ITZEE o,� i� PROPOSED DRIVEWAY N m EXPIRES TREE YEARS FRONT DATE E OF APPROVAL t o c � &,"e- 11, 40'DOUBLE O ` I O ��`c 1 A�� �l O •2'RAINFALL CALCULATION N' l�J��j�.1 R L1 �O DWEUNG W/COVERED PORCH:2492 S.F. I O 150' Suffol 1 /+V@WT De r�S 2492 x 0.168=414 CA REQ. I+ 41- LP (2)e'Hx6-DEEP )1 f( � L7 ( p� Cr1 County pecte��L,The Q (2)8'0x5'DEEPDRYWELL=442C.F.PROVIDED Call 852-575 Dept of health O 8'0xS0EEP _ s LP t/ rvi`eS. - LOT 1 E \ (18S) .:: (18.5) �� !f�� Hours In (v MAP OF POOL HOUSE WIPERGOLA:680 S.F. D.W.1 �'7�• sche� 580x0.166=96C.F.REO. �c$ l� a��vei�+� "HIAWATHAS PATH"#9151 o I :?;:GF(19.0)•:•;:.o S'peCA•10 ( f (1)8'0x4'DEEP DRYWELL=177C.F. FOR a� W1PDWELLING U8 C WATER "'OVERSIZED • m z 'I E O 1250 GAL 150 POOL WASTE WATER mO 60.0' 43 r•0' TYPICAL CLEAN OUT ..•...:. .:'•.•:::: C'0' 0 rrp^� SHOWER _U SLATE OR STOPPER END v1 :::PROPOSED :::-:•r • aka' 0 I {:;::':2sTYFRM.::.;:_:; (1zs) `'0' PDDLEDP. m SUITABLE COV; OR PLUG ELEV. 17.4 o ° ::•DWEIING: ;; v DR BROWN 18'CEOAR < : 8'x4'DEEP O L 0.5' m :::f105:r •::.::::. : 'OLHOUSE O r70r, "4 BEDROOMS: :_" FtTOPOSED '.:;:: m :PO o\ OVERSUED FOR or LOAM O a o W/HALF BATH'g l 1 POOL WASTE WATER m _ 'CEDAR o ::: -':r::FF1(20.0):::'::.0 30' :::=.ZOk40'::::•:::::=::;:;:;:::; 8.0' 0 ::::FFL(18.0)•:::� } J m t� :'n POOL ::::•: 5 n — BROWN M L SIL T .0' S 9 �j _ 66.0' MON- 30 ELBOW ` (17 w w w w _ _ 60 WYE _ BROWN :=' SM SILTY SAND PROP.WATER LINE ........ • - 4_0' . (,85, FLOYV PALE I PROP.U.G.UTILITIES (18.5) - . 1 BROWN _ l LOT 1 SP FINE 11 SO- MAP OF SAND 16.0' \D m "HIAWATHAS PATH"#9151 WATER IN s I 8'0x5'DEEP o V V DWELLING PALE cm r1�i I 00 V W W/PUBLIC WATER M SP BROWN C I I N v 150 U -E F� FINE rn tv no ! SAND 17' NO m �y MAY 7,2021 I 00 32-DOUBLE O riOr1C' McDonalnd Geoscience I o JUN G 25 I' 6D', 7HE WA7ER SUPPLY, NUS, DRY*ELLS AND CESSPOOL ELts.o PROPOSEDPOOLFENCE EL16.0 � i��LOCARONS SHOWN ARE FROM FIELD OBSERVA77ONS I MOM Building®ep � OR DATA OBTAINED FROM OTHERS FEWELn.O i n 1 270.00' 'Town O¢Southold S 84021 00 W AREA: 53,999.92 SQ.FT. or 1.24 ACRES E7J VanON DATUM: UNAUTHORIZED AL7ERA77ON OR ADDIAON TO 7H/S SURVEY IS A WIOLA770M OF SEC770N 7209 OF THE NEW YORK STATE EDUCA77ON LAW. COPIES OF THIS SURVEY ... MAP NOT BEARING THE LAND SURVEYORS EMBOSSED SEAL SHALL NOT BE CONSIDERED 70 BE A VALID TRUE COPY. GUARANTEES/NDICA7ED HEREON SHALL RUN ONLY 70 THE PERSON FOR IWOM 7HE SURVEY/S PREPARED AND ON HIS BE}IALF TD 7HE 777LE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSI7TUITON LISTED HEREON AND 70 THE ASSIGNEES OF THE LENDING INS177U710N, GUARANTEES ARE NOT TRANSFERABLE LOT 1• THE OFFSETS OR DIMENSIONS SHONN HEREON FROM THE PROPERTY LINES 70 7HE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE p MAP OF NOT INIENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE 7HE ERECTION OF FENCES ADDIRONAL SINUC711RES OR AND 07HER/MPROVEMEV73. EASEMENTS "DAVID VERIFY at LAUGHING WATERS"#11889 _ AND/OR SUBSURFACE STRUCTURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY ENDENT ON THE PREMISES AT THE 77ME OF SURVEY DWELLING SURVEY OF,DESCRIBED PROPERTY CERTIFIED T0: SLIGO CONSTRUCTION CORP.; W/WELL OVER 150' ZONED IR-40 ' '• HIAWATHA'S PATH FRONT: -50' MIN MAP OR SIDE: 15'MIN, 35' TOTAL sl�TM AT.SOUTHOLD REAR: 50 MIN TOWN OR SOUTHOLD KLVMTH M WOYCEM LAND SiJRVE]CIlV0, PLLC r i n SUFFOLK COUNTY, NEW YORK Professional Land Surveying and Design P.O. Boa 153 Aquebogue, New York 11931 REVISED 07-06-23 rFL. 223-37 SCALE:1"=30' DATE:MARCH 15, 202 N.YS USC. NO. O5OW2 PRONE (e81)208-156a PAS(631) 293—less _ 1 /ter 1'1 S. .T.M C . NO. DISTRICT: 1000 SECTION: 78 BLOCK: 3 LOT(S):25 #R-214914 LAND NIFof ' —'; - L� ' r JU�� 3 2024 IPETER SARKUS � a IRREVOCABLETRUST 27Q.QQ' a 111:��� J' $��l��0L!�a�. t .4LT',I ��"(1fl(J!w' N 84021'00°E STK `i=1•_ �;t:''=='' n : ;.,. l MOH. 0.55 WOOD RAIL 0.45 n 2024 a_... - _ ?<<_leee% ' }KGI':i , I 0.3'W _ S� I £ o BELL.BLOCK 0 APRON` m cp I RCA DRIVEWAY BASE w m SANITARY LOCATION • gee O 0\d O I 157' Mg)j1210G,_ R)aex6DEEP S T POINT"A" PO35 INT B �v``aaa�0�S o I W.M. LP1 20' 32' � LOT1 ABANDONED .9 A• p� LP2 35' 36' °o m MAP OF �'e{rrC01 65.3' 55-2' "HIAWATHASP w `�' APPROVAL OF C;Oit,STl�s�t�'TE% 'JORKS FOR 59.8' m C0.1 .ASINGLE F1kiU11iY' F.E�-DENCE AN. . m } I Z ......................: :: C O. sHD°�D00RwER 8'r4VEE FOR 2STYFRAME; I p aoxsDEEP DWELLING:::::::: My °Q�'W00D SLATE PATIO OVERs17F� POOL WASTE WATER _ � 9 $ R g �' :FFLTea: s.s� 173 �/ 1 dUN ( J �G� IE.s.P a 1 < �. D.w Date; a€. l�o. I w <, m �P00 +� r �z l J t i I :i . R been s. - !.. � location tt�re e O •� �.i f CU V•t j .! rn - �`cs� . '1NGR0 '•HOUSE. u^ •I'-�. :OC. £` a£+. Fs ::::: :o ;��;�` � � w The sewage a dis Osal ar::� .�QYeF s.,, , + ,— o € r7 o - _ 16.7-•.••EFL p- a - •Sa. :�, a ��,..en£or D£#I_,aoencies and -:FOOLEOP. _ C£Ed ditalo. ..,Trl._�by_ � e� I f • ,: inspected y> 66.0 r Y' :vINT OF B�GRoo�wsTora+. � �• � �=� found to be satislactrry FOP,�:..it..:i� �_. rw I CRs`IL KWEP.Ni4'{, D.E., CI+i_r E_„-&-E--E_E—_E_..._E--E..._-E Or.r-If ' . 4ftA S^ +,., r•. 'r -..,-....- r U.P. E�E�E�E E ELEC. 8'OxBDEEP MAP 1 f METER `p WW. V v / "HIAWATHA S H"#9151 I I V V I N C:5 � N O I o L.P.GAS c THE WATER SUPPLY, WELLS, DRYWELLS AND CESSPOOL p LOCATIONS SHOWN ARE FROM FIELD OBSERVATIONS I 3.9'W AND OR DATA OBTAINED FROM OTHERS IL FENCE WI WIRE D.1'N MOH. I �� o n 0.5N ODD RA 270.00' AREA: 53,999.92 SQ.FT. or 1.24 ACRES ELEVATION DATI>M NAVD88 S 842 1 00 W UNAUTHaMEO ALTERATION OR ADDITION 70 TIHOS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YOITK STATE IDUCATION LAW. COPIESOr 7TlIS SURVEY 1 MAP NOT BEARING THE LAND SURVEYDR�S EM80SSE0 SEAL SMALL NOT BE CONSDERED 70 BE A VALID TRUE COPY. GUARANTEES 1AWCATED HEREON SHALL RUN LOT MAP I ONLY TO BE PERSON FOR WHOM THE SURVEY!S PREPARED AND ON HIS•BE7HALF 10 THE TITLE COMPANY. GOVERNMENTAL AGENCY AND LENDING INSUMON °o "DAVID VERIFY at LAUGHING WATERS"Hk11889 LISTED HEREON. AND To THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE 0 THE OFFSETS OR DIMENSONS SHOWN HEREON FROM THE PROPERTY UNES To THE STRUCTURES ARE FOR A SPECIRC PURPOSE AND USE THEREFORE THEY ARE NOT OFFENDED 7o MONUMENT THE PROPERTY LINES OR 70 GUIDE-THE ERECTION OF FENCES ADD1TI01HAL STRUCTURES OR AND 07HER 1MPROVEWENTS' EASEMENTS ZONED R-40 AND/OR SUBSURFACE STRUCTURES RECORDED OR UNREWWEn ARE NOT GUARANTEED UNLESS PHYSICALLY EVIOEIVT ON THE PRE3HISES AT THE TUNE OF SURVEY FRONT: 50' MIN SURVEY OF:DESCRIBED PROPERTY CERTIFIED TO: SLIGO CONSTRUCTION CORP.; HIAWATHA OS PATH RIDE 15 MIN, 35' TOTAL REAR: SO WIN MAP OF' FILM. SITUATED AT:SOUTHOLD TOWN OR SOUTHOLD KBNNTTH M WOYCH Tls LAND SURVE7MG. FLLC FINAL SURVEY 05-22-24 SUFFOLK COUNTY. NEW YORK professional Land Surveying and Design FOUNDATION LOCATION 10-04-23 ,y. rG/a�a p.a. n 1j) -jgga guP (0 York 1i931 REVISES 07-06-23 FlLE 223-37 scaLE 1"=30' DaTE:MARCH 15. 20 N.Y.S USG Na 050BB2 >?saxs(89L}288-[668 gex(esi)see-Tees ENGINEERING EXPRESSO Calculation Booklet Engineering Express Project 25-85721, VALENTINO Scope of Work: Structural Design& Installation Of 1 Residential, Host Attached Pergola.. Includes Calculation Of Loading, Members, Connections, Foundations, . And Connection To Existing Host Structures As Required. Project Information 25-85721 Project Address: VALENTINO 705 NAKOMIS RD SOUTHOLD, NY 11971 Design of: At Grade, Residential, Host Attached Pergola With Mechanically Operated Louvered Roof Prepared For: COASTAL CONSTRUCTION AND BUILDING 1.75 SOUTH 11 STREET UNIT 1 LINDENHURST, NY 11757 5163084333 General Notes: This calculation package is to be submitted for permit alongside a set of certified drawings and details which bears the same project name, number, address, and certifying �® Professional Engineer as shown in the certification below. Any project notes, details, or design information in that drawing set \ shall also apply to this report (in the case of any.uncertainty, the more stringent information shall apply). This structure shall be built in conformance with any building codes referenced on that drawing set, as well as any local building codes.required for the project address. This document shall not be used or reproduced without the original signature & raised seal'of the certifying.P.E. Alterations, additions or other markings to this document are not permitted and Invaliclate our certification. Photocopies and unsealed documents are not to be accepted. Except as expressly provided herein, no additional cetifications or affirmations are intended. Engineer's Seal Below Valid For Pages . For Additional Information, Digitally signed by Ramez 1 Through 46 Scan the QR Code here: Sayed PE oF"ewro Reason:Printed copies of ■ * �? * this document are not 4 considered signed and sealed;the signature NY s £ o must be verified on any V� pROFeSS1 electronic.copies. Date:2025.04.10 10:23:14-04'00' 04/10/2025 ■ RAMEZ SAYED, PE : PE# 107561 CA#PSC 83007 CALCULATIONS BY-ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 1 of 46 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Design Overview Of: Project Overview Structure Layout Total Width 22.50 ft Total Length 20.79 ftI - Mean Roof Height 10.00 ft \- Structure Support Host Attached Roof Style Louvers \� Roof Slope 0.0/ 12 #of Posts in X-Direction 2 #of Posts in Y-Direction 1 Y Design Criteria (Detailed Calculations On Following Pages) Loadinq Inputs ASD Design Load Combinations Dead Load 5.0 psf Per ASCE 7-16 , Ch 2.4 Design Live Load 14.6 psf Components &Cladding Risk Category 11 Gravity 26.0 psf D +S Ultimate Wind Speed 130 mph Uplift -10.0 psf Min Requirement Exposure Category C Lateral 18.6 psf. D.+0.6 W HVHZ NON-HVHZ Wind Flow Clear Main.Wind Force Gravity 26.0 psf D +S Ground Snow Load 25.0 psf Uplift -5.8 psf 0.6 D +0.6 W Unredicible Snow Load? FALSE Lateral 18.6 psf D+0.6 W Design Snow Load 21.0 psf Nominal Ice Thickness 0.50 in Seismic Site Class D (DEFAULT) Response Acceleration, Ss 0.2 s Response Acceleration, Si 0.0 s Seismic Site Category A TL 6 s Total Effective Seismic Design Force, Fp 0.0 Ibs Seismic Conditions Do'Not Control Design Seismic Forces Not Considered CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS:2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 2 of.46. ENGINEERINGEXPRESS.COM toENGINEERING EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Design Overview Of: Roof And Beam Design Overview Roof Design- Louvers Max Louver Span 10.40 ft _ Aluminum Alloy: 6063-T5 !" Louver Width 5.087 in Louver Height 5.006 in Louver Spacing 8 in Strength Capacity% = 29% STRUXURE LOUVER Deflection Capacity= 21% Louvers To Be Rotated To Open Position During Named Wind Event(75 MPH+) Structural Beam Designs-(Critical Members Shown) Main Beam#1 Design Main Beam#2 Design (1 Roof Member Span) ( I I Roof Member Span) . Beam#1.Material 6063-T6 Beam#2 Material 6063-T6 Beam#1 Max Span 22.50 ft Beam#2 Max Span 20.75 ft Beam#1 Overhang L 0.00 ft Beam#2 Overhang-L 0.00 ft Beam#1 Overhang R 0.00 ft Beam#2 Overhang R 0.00 ft Beam Width 2.0 in Beam Width 2.0 in Beam Height 8.0 in . Beam Height 8.0.in Beam Thickness 0.125 in Beam Thickness 0.250 in # Beams in Section 4 #I 1 Beams in Section 2 Beam#1 Sx 17.450 in Beam #2 Sx 16.299 in Beam Location Interior 1st Intermediate Beam#1 Offset"a" 10.38 ft Beam #1 -#Spans 0 2nd Intermediate Beam#1-Offset"b 0.00 ft Beam Location Edge Beam#2-#Spans 2 Strength Capacity% = 83% Strength Capacity% = 81% Deflection Capacity= 47% Deflection Capacity 35% CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 3 of:46- ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS' . Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO, Design Overview Of: Post&Connection.Design 6.0 in Post Design (Critical Post Shown) - `- 0.125 in Post Material 6063-T6 Post Location Corner Post Height 10.00 ft x___ ___r - _ 6.0 in. LO Post Width 6.0 in . - N Post Depth 6.0 in o Post Thickness. 0.125 in Post#1 Sx 5.635 in Fascia Height 8.0 in Tributary Width 11.25 ft Reactions On Foundation -Tributary Length 10.40 ft Gravity/Compression = 3.04 Kip Uplift/Tension = -0.67 Kip Strength Capacity% 35% Lateral/Shear= 0.23.Kip Deflection Capacity= 21%. Bending/Moment . 1.5 Kip-ft.- Connection Design Perimeter Beam to Post Loaded Beam To Perimeter Beam Connection Orientation Beam On Top Of Post . Total#Screws 8 #Screws- Beam To Clip 6 Screw Type 1/4-14SMS, 316 SS #Screws--Clip To Post -6 Tensile Strength 2500Ib _ . Screw Type 1/4-14 SMS, 316 SS Shear Strength 4138 lb Connection Interaction = 76% Beam To Post Clip Post Clip-To Post Tensile Strength 1875 lb Tensile Strength 1875'lb' Shear Strength 3104.Ib Shear Strength 3104.lb Connection Interaction = 43% Connection Interaction = . . 22%. . . CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 4 of 46 ENGINEERINGEXPRESS.COM ENGINEERING �' ♦ EXPRESS Work Prepared For: .COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Design Loading from Structure Classificaition &Wind Loading-Design Criteria: Design Standard: ASCE 7-16 Risk Category: II Overall Width or Projection X, W = 20.79 ft Overall Length Y, L= 22.50 ft Total Area,A= 467.8 ft2 Ihstallaton Elevation = 0.00 ft System Height,= 10.00 ft Mean Roof height, h = 10.00 ft Host Structure Height= 10.00 ft Roof Slope, Q= 0.00° (0" Per 12"of Slope) Structure Type = Host Attached Dead and Live Loading: Design Dead Load: . 5.0 psf Design Roof Live Load: 20.00 psf (Not-Occupiable Ordinary Flat, Pitched, and Curved Roofs) Live Load Reduction For Ordinary Roofs,Awnings,And Canopies(Per IBC 1607.13.2.1) Lreduced ' Ldesign R1 R2. Reduction for Large Area, R, = 0.73 Reduction for Large Slope,.R2= 1,00 Reduced Roof Live Load, LR= 14.64 psf_ Wind Design Conditions: Ultimate Wind Velocity,Vult-= 130 mph (3-Second Gust) Exposure Category: C Wind Flow Through Structure: Clear Roof Wind Porosity: 50%° (0%=Solid) Roof Type: Louvers X Direction- Effective Wall Porosity 100% (100%=Open) Wall.Type: Open Walls Y Direction-Effective Wall Porosity 100% . Directionality Factor, Kd= 0.85 Gust Effect Factor, G = 0.85 Velocity Pressure Coefficient, Kz= 0.85 Topographic Factor, Kzt= 1 Velocity Pressure, qz= 31.22 psf CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 5 of 46 ENGINEERINGEXPRESS.COM ENGINEERING �O EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Design Loading from Structure Classificaition &Wind Gravity&Uplift Loads on Components&Cladding for Host Attached, Open Structures. (Per ASCE 7-1.6 Chapter 30.9) Effective Component Length, L, = 10.40 ft Roof Component Considered`. Louver Blade. Effective Component Width,W1.= 0.42 ft Least Horizontal Roof Component Effective Wind Area,Ae=: 4.41 ft^2 Dimension;.a= '3.00 ft Host Structure Eave Height, he.= 10.00 ft A<_a"2 Positive:Pressure Coefficient, GCp+ 0.60 Negative Pressure.Coefficient, GCp- -1.10 Velocity Pressure With Roof Porosity, qZ= 15.61 psf C&C Gravity Wind Load,WLP= 7.96 psf =qz*G*CNp C&C Uplift Wind Load,WL,,.= -14.59 psf =qz*G*CNn Gravity& Uplift Loads On Monoslope, Free Roof Main Wind Force Resisting System: (Per ASCE 7-16.Chapter 27.3-4 &27.3-7-MWFRS Directional Methodology) Wind Direction,v= 00 Wind Direction:y=.180° Windward Coefficient, Load Case A, CNwa= 1.2 CNWa = 1..2 - Windward Coefficient, Load Case B, CNwb= -1.1 CNWb =. -1.1 Leeward Coefficient, Load Case A, CNLa = 0.3 CNLa = 0.3 . Leeward Coefficient, Load Case B, CNLb= -0.1 CNLb = -0.1 Wind:Direction, v=900(Critical Values at Windward Fascia) Windward Coefficient, Load Case A, CNa= -0.8 Load Case B, CNb= 0.8 Gravity&Uplift Loads On Monoslope, Host Attached Main Wind Force Resisting System: - (Per ASCE 7-16 Chapter 30.9-MWFRS Methodology) System Effective Wind.Area, AEF= 468 ft2 h°/he = 1 AO +Coefficient, GCPn+= 0.60 -Coefficient, GCPn- -1.10 Critical Positive Coefficient,.CNp= 0.60 Roof Drag Factor-,(Lateral Pressures) Critical Negative Coefficient, CNn_ -1.10 Flat Roof Trellis Open Louvers 1.0 1.1 1.25. MWFRS Gravity Wind Load,WLp= 7.96 psf =qz* Roof Porosity*G *-CNp MWFRS Uplift Wind Load,WLn= -14.59 psf =qz* Roof Porosity*G *CNn CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy *7764, Boca Raton, FL 33431 page 6 of 46 ENGINEERING EXPRESS.COM ItENGINEERING o,� EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND.BUILDING Project: 25-85721 -VALENTINO Calculations For: Design Loading from Structure Classificaition&Wind Lateral Wind Loads on Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Per ASCE 7-16 MWFRS-Ch 28.3.5 P=qh {(GCpf)Windward-(GCpf) Leeward)* KB*KS* Roof Drag Factor*(1 -Wall Porosity%) .Where The Gcpf Values Are The Average Of The Load Case B Values For The Edge And Wall Conditions: GCpf windward = 0.456 GCPf Leeward= -0.327 Building Width, B = 20.79 ft KB = Frame Width Factor= 1.592 (= 1.8-0.01 B)(Minimum 0.8) Effective Solid Area,As= 28.9 ft2 Open Walls Total End Wall Area,AE= 207.9 ftz Solidity Ratio, (�= 0.139 (=As/AE) Ks=_Shielding Factor= 0.636 (=0.6+0.073*(#Frames(min 3)-3)+(1.25*(�^1.8)) Roof Drag Factor 1.25 Roof Drag Factor Wall Porosity 100% Flat Roof Trellis/Pan Fopen Louvers. Open Frame Lateral Pressure,.p= , 30.94 psf 1.00 1.1 1.25 NOT APPLICABLE -MWFRS Gravity, Uplift, & Lateral Pressures For Enclosed And Partially Enclosed Low Rise Structures&Host Atachment Directions Per ASCE 7-16 CH 28.3.1 --MWFRS Envelope Methodology Enclosue Classification Open Building (Host Attached Air Flow) External Coefficient, GCpf= See Below (ASCE 7-16 Figure 28.3=1) Internal Coefficient, GCpf= ±0.00 (ASCE 7-16 Table 26.13-1) Drag Factor 1.25 Critical GCpf Values Per Load Case&Surface Location Max GCpf-Windward Min GCpf-:Leeward Roof Wall Roof Wall Load Case A -0.37 0.40 -0.69 -0.29 Load Case A(Edge) -0.53 0.61 -1.07- -0.43 Load Case B -0.37 0.40 -0.69 -0.45 Load Case B (Edge) -0.53 0.61 -1.07 -0.48 Applied Wind Pressure, p=qz* (GCpf-GCpi)* (1 -Porosity%) *.(Envelope Procedure Results'in Only Uplift Windward Roof Gravity Load,WLep, = 0.00 psf =qz*G*(Cpf-Cpi) (Max+)* On Windward And Leeward Roof Uplift Load,WLnp= 0.00 psf =qz*G*(Cpf-Cpi) (Min-) Leeward Roof Windward Wall Lateral Load,WILL= 0.00 psf = qz*G*(Cpf-Cpi) (Max+) Surfaces When Slope Leeward Wall Suction Load, WLs= 0.00 psf =qz*G*(Cpf-Cpi) (Min-) is Low) NOT APPLICABLE-Design Wind Pressures on Screened Enclsures-(LRFD Pressures) (Per Florida Building Code,Table 2002.4& Equivalent Building Standards Interpolated Design Pressures from Table 2002.4 Ult Wind Speed @ Exposure C 130 mph 1 130 mph .140 mph. (Multiply by 0.6 for LRFD->ASD Conversion): Design Wind Pressure Horizontal Pressures on Windward Serfaces 32 psf 32.0 psf 38,psf. Horizontal Pressures on Leeward Serfaces 26 psf 26.0 psf 29 psf. Vertical Pressures on Screen Surfaces 9 psf -9.0 psf. 11 psf Vertical Pressures on Solid Surfaces 27 psf -27.0 psf 32 psf CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 7 of:46. ENGINEERING EXPRESS.COM ENGINEERI'NG � EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Snow Loading. Calculation of Design Snow Loading Per ASCE 7-16 Structure Type= 'Host Attached Ground Snow Load, Pg = 25.0 psf Snow Loading Unreducible Per Local Codes? FALSE Exposure Factor, Ce= 1.0 Partially Exposed Thermal Factor, Ct= 1.2 Unheated &Open Air Structure . Importance factor, Is = 1.0 Risk Category II Roof Slope= 0.00 ° Flat Roof(Slope<5°) = Width (From Eave To Ridge), W = 22.5 ft Roof Style= Louvers Roof Snow Porosity= 0% Snow Density, y= 17.25 pcf =0.13* Pg +14<30 psf Slope Factor, Cs= 1.00 (Figure 7.471) Balanced Snow Loads Snow Load On Flat Roof(Slope<57), Pf= 21.0 psf =Max(I*20),(0.7*Ce*Ct*1*Pg);(5) Snow Load On Sloped Roof(Slope<5°), PS= 21.0 psf _Cs* Pf Rai n=On-Snow.Surcharge Required? (Ch 7.10) FALSE 0.00 psf Drifts on Lower Roofs (Aerodynamic Shade) Include Surcharge Due To Drift Loading? FALSE (hc%hb< 0.2- Drift Not Required Per Ch 7.7.1) Assumed Length'OfUpper Roof, lu1 = 0.0 ft Attached Structure Total Projection X, lu2= 22.5 ft Height From Top Of Lower Roof To Top Of Eave, he= 0.0 ft Height of Balanced Snow, hb= 1.22 ft =Pf 1.y Height Of Leeward Snow Drift, hdl= 0.00 ft = 0.43`lull 13*(Pg+ 10)114-1.5. Height Of W indward Snow Drift, hd2= 0.00 ft = 0.43*lu13*(Pg+10)"4-1.5 Governing Drift Height, hd= 0.00 ft Governing Drift Width,W = 0.00 ft Drift Height At Edge Of Lower Roof, hend= 0.00 ft Surcharge Load Distributed Over Drift Width, Pd = 0.00 psf Surcharge Load Distributed Over Tributary Area, Pd= 0.00 psf Design Snow Load, S= 21.0 psf =Balanced Load 0.0 ft -� svowc,Load No to Dd41ng ram . 0.0 ft 0.00 ft _ salaxod Snow Lcas 1.22 ft ' 0.00 ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 8 of 46 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS Work Prepared For: .COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Ice Loading Calculations Ice Load Due to Freezing Rain (per ASCE 7-16 Chapter 10 Acounting for Accumulating Ice on Louver Blades Nominal Ice Thickness, ti= 0.50 in Risk Category= II Topographic Factor, Kz,_ 1.0 System Height, Z= 10.00 ft Importance Factor for Icing, li= 1.00 Ice Density, Id= 56.0 pcf (56 pcf.default) . . . Snow Density, g = 17.25 P� Member.Properties �r 2 Louver Blade Louver Beam f:. o Depth, d = 5.0 in 8.0 in s, A Width, bf= 5.1 in 8.0 in Length, I = 10.40 ft' 22.50 ft r Spacing, s = 8.0 in O.C. ICING ON BEAM, Ice Thickness Increasing,Factor, FZ= 0.8875 = (7-/33)0.' Design Ice Thickness, td= 0.44 =ti*li*fZ* (KZ,)o.as Weight of Ice(per td),Wi= 2.07 psf = (td/ 12)* Id Ice Loading on Individual Members Louver Blade Ice Loading (Single Member) Circumscribing Diameter Of Member, Dol = 7.14 in =qd2+be Area of Ice,All = 10.57 in12 =TT*td*(Dc+td) Uniform Distributed Ice Load, Wil = 4.11 plf =Al* Id Louver Beam Ice Loading Circumscribing Diameter Of Member, Dcseam = 11.31 in =4d2+be Area of Ice,AiBeam = 16.39 in =Tr* td*(D,+td) Uniform Distributed Ice Load,.WiBeam = 6.37 plf =Ai* Id. Louver Blade Ice Loading Acting On.Louver Beam Ice Load On First Single Member,Wil = 4.11 plf - . Tributary Width of Louver Blade,Trib= 5.20 ft Additional Ice Load on Beam, Wi(Beam)= 2.7 plf =Wil*Trib/Spacing Wi(i"ouver)= 4.11 plf Uniform Linear Ice Load (Louver Blade) Wi(eeam)= 6..37 plf Uniform Linear Ice:Load (Ice on Beam Only) WI(BeamTotal) 9.04 plf Total Additional Loading On Beam CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 9 of 46 ENGINEERING EXPRESS.COM 'XENGINEERING ". EXRRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING . Project: 25-85721 -VALENTINO Calculations For: Seismic Design Criteria&Loading Seismic Design Criteria Max Considered Response Acceleration For 0.2 S, SS= 0.190 Max Response Acceleration At 1 S, S, = 0.044 Seismic Conditions Do Not Control Design,Seismic Overall Width or Projection X, W = 22.50 ft Forces Not Considered Overall Length Y, L= 20.79 ft Total Seismic Area,A= 467.8 ft' Height of Structure, H = 10.00 ft Attached to Host Structure? TRUE Laterally Supported by Host in Both Directions? FALSE Structure Dead Load = 5 psf <30 PSF-Not Ground Snow Load = 25 psf Considered in Seismic Weight Site Class= D Short Period Amplification Factor, Fa= 1.6 Long Period Amplification Factor, F= 2.4 Modified Spectral Response Acceleration At 0.2 S, SMs= 0.304 Fa*Ss Modified Spectral Response.Acceleration At 1.0 S, SM,= 0.106 Fv*SJ Spectral Response Acceleration Parameters Design Spectral Response Acceleration At 0.2 S,SoS= 0.203 (2/3)*Sms Design Spectral Response Acceleration At 1.0 S, Sp1= 0.070 (2/3)*'SM, Structural Design Requirements Approximate Fundamental Period (s), Ta= 0.112 s Ct*h„.' Geographic Long Transition Period (s), TL= 6 s Vertical Seismic Load Effect, Ev= 0.14 psf Vertical Seismic Loads (PSF) Response Modification Coefficient, Rp= 2.50 G.1 Special Cantilever Column System Overstrength Factor, 0= 2.00 Host Attached Amplification Factor,ap= 2.500 Min Seismic Response Coefficient, CS Min = 0.009 Component Importance Factor,.lp= 1.00 Seismic Importance Factor, le= 1.00 Tributary Weight with Additional Snow Load,Wp= 2339 lb Tributary Weight Total Effective Seismic Design Force, Fp= 0 lb 0.4*ap*SIDS*Wp/(Rp/Ip)*(1+2(z/h)) FpMAX= 758.5 Ibs ASD Service.Factor= 0.7 Redundancy Factor, p= 1.0 Total Effective Seismic Moment, MSEiS= 0 Ib-ft =V* H Loading from Horizaontal Seismic Forces, QE= 0.00 psf =V/A Horizontal Siesmic Load Effect; Eh= 0.00 Of =QE*p(Eq. 12.4-3) CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 10 of 46 ENGINEERINGEXPRESS.COM % ENGINEERING ''** EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project:. 25-85721 -VALENTINO Calculations For: ASD Loading Combinations per ASCE 7-16 Chapter 2.4 Formatted For Use With Freestanding or Host Attached Pergolas. Unfactored, Calculated,or Provided Loads Loading From Structure Dead Load 5.0 psf D-= 5.0 psf Live Load 0.0 psf L= 0.0 psf Reduced.Roof Live Load 14.6 psf LR= 14.6 psf Loading.From Wind Components&Cladding Gravity(t) 8.0 psf Wcc+ = 8.0 psf Uplift(-) -14.6 psf Wcc_ -14.6 psf Main Wind Force Resisting-System Gravity(+) 8.0 psf WMwF+ 8.0 psf Uplift(-) -14.8 psf WMwF-_ -14.6 psf Lateral Force On Fascia&Roof Drag 30.9 psf W LAT FAc= 30.9.psf . . On Frames & Posts 30.9 psf WLATMwF= 30.9 psf On Structural Walls 0.0 psf Loading from Snow Ground Snow Load .25.0 psf Flat Roof Snow.Load 21.0 psf pf= 21.0 psf Sloped Roof:Snow.Load 21.0 psf" ps= 21.0 psf Unreducitile Snow Load. 25.0 psf . Design Snow Load 21.0 psf S = -21.0 psf Loading from Icing Area Ice Loading 4.1 psf Di= 4.1 psf Reduced Wind Forces due to Ice Load Components&Cladding Gravity(+) 1.7 psf Wccice+= 1.7 psf Uplift(-). -3.1 psf Wccice-_ -3.1 psf Main Wind Force Resisting System Gravity(+) 1.7 psf WMwFice+= 1.7 psf Uplift(-) -11 psf WMwFice-_ -3.1"psf Lateral Force On Fascia 6.6 psf W;LAT= 6.6 psf On Walls 6.6 psf WLAT WALL = 6.6 psf CALCULATIONS BY:ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy#7764, Boca Raton, FL 33431 page 11 of.46. ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: ASD Loading Combinations per ASCE 7-16 Chapter 2.4. Loading from Rain, Flood, and Additional Design Conditions Rain Load 0.0 psf R 0.0 psf Static Fluid Load 0.0 psf F'= 0:0 psf Flood Risk(2.4.2) Low Factor 0 Flood Load 0.0 psf F, = 0.0 psf Lateral Earth Pressure Load 0.0 psf LatEPr Adds or Resists? Adds H = 0.0 psf Self-Straining Force 0.0 psf T= 0.0 psf Loading from.Seismic Forces Vertical.Seismic Load 0.1 psf EV 0.1 psf Horizontal Seismic Load 0.0 psf Eh= O.O psf Resultant Seismic Shear 0 Ibs Allowable Stress Design (ASD) Load Combinations Per ASCE 7-16 Ch 2.4 Critical Design Load Combinations for Components&Cladding and Main Wind Force Resisting System: Gravity Components&Cladding 26.00 psf EQ#3b. D .+S: Uplift Components &Cladding -10.00 psf EQ# 11 Min. Min Requirement Gravity Main.Wind Force 26.00 psf EQ#3b. D + S Uplift Main Wind Force -5.76 psf EQ#7. 0.6'D+0.6-W. Lateral Components&Cladding 18.56 psf EQ#5. . D + 0.6 W Lateral Main Wind Force 18.56 psf EQ#5. D + 0.6 W CALCULATIONS BY:ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North,Federal Hwy#7764,Boca Raton, FL 33431 page 12 of46, ENGINEERING EXPRESS.COM % ENGINEERING EXPRESS Work Prepared For: .-COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: 5.09"x5.01" 6063-T5 Struxure Aluminum Louver.-Louver Blade . ALUMINUM DESIGN MANUAL(2015 EDITION) Specifications for Aluminum Structures(Buildings) Allowable.Stress Design Design Check of 5.09"x5.01"6063-T5 Struxure Aluminum Louver Per 2615 Aluminum Design Manual, Critically Alloy: :6063. Temper: T5 Welded: N Member Properties 5.09"x5.01"6063-T5,Struxure Aluminum Louver Base Width;b=: 5.087" Base Thickness,tb.= 0.125" Web Height, h= 5.006" Web Thickness,th = 0.125 j} € Moment of Inertia About Axis 11 To.Base,;lx= 2:454 in^4 : . ... } Moment of.Inertia About Aids.1:1 To.Web, ly._. 1:180 in^4 Section Modulus About'The X-Axis, Sx= 1.062 in^4. STRUXURE LOUVER Radius Of Gyration About Axis To Base, rx_- 1.66 in Radius.Of Gyration About:Axis I To Web,.ry= . 1.15 in Torsional Constant,J 14.90 in"4. Cross Sectional Area;A '.0.89 in^2 Plastic Section Modulis,.Z= 4.52 in Warping Constant, Cw= 0.00 in^6 Member Spans Unsupported Length (Max Span Between Supports), L= .10.4 ft Unbraced Length For Bending (Against Side-Sway);Lb= 10.4 ff Effective Length Factor, k 10 Material Properties Tensile Ultimate Strength, Ftu = 22 ksi Tensile Yield Strength, Fty 16 ksi . : . Compressive Yield-Strength, Fcy= . . _. 16 ksi Shear Ultimate Strength, Fsu_ 13 ksi . Shear Yield Strength, Fs"= 10 ksi . Compressive Modulus Of Elasticity,E A0,100 ksi- CALCULATIONS'BY ENGINEERING EXPRESS POSTAL ADDRESS:2234 North;Federal Hwy#7764, Boca Raton, FL 33431 page 13 of46. ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS° Work Prepared For: :COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: 5.09"x5.01" 6063-T5 Struxure Aluminum Louver-Louver Blade Buckling Constants Compression In Columns& Beam Flanges (Intercept),:Bc= 17.35 ksi Compression In Columns&Beam Flanges(Slope), Dc= 0.07 ksi Compression In Columns& Beam Flanges (Intersection), Cc= 98.92 ksi Compression In Flat Plates (Intercept), Bp= 19.52 ksi.. Compression In Flat Plates (.Slope),Dp= 0.09 ksi Compression In Flat Plates(Intersection), Cp.= 93.26 ksi Compressive Bending Stress.ln Solid Rectangular Bars (Intercept), Bbr= 28.31 ksi Compressive Bending Stress In Solid Rectangular Bars (Slope), Dbr= 0.18 ksi Shear Stress In Flat Plates (Intercept), Bs= 11:80 ksi . Shear Stress In Flat Plates (Slope), Ds = 0.04 ksi Shear Stress In.Flat Plates (Intersection), Cs = 119.96 ksi Ultimate Strength Coefficient Of Flat Plates In Compression, k1c= 0.35 Ultimate.Strength Coefficient Of Flat Plates In Compression, k2c= 2.27 . Ultimate Strength Coefficient Of Flat Plates In Bending; k1b. 0:50 Ultimate Strength Coefficient Of Flat Plates In Bending, k2b= 2.04 Tension Coefficient, kt= 1.0 Member Strength Calculations .D.2 Axial Tension Tensile Yielding-Unwelded Members Fty n= 16.00 ksi Q= 1.65. Fty_n/0 = 9.70 ksi Tensile Rupture-Unwelded Members Ftu n= 22.00 ksi . —0= 1.95 -Ftu n/Ot= 11.28 ksi Axial Compression Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Lower Slenderness Limit, Al = 18.76 Upper Slenderness Limit,A2= 98.92 Slenderness,\(max)= 108.1 > \2 {0:85rr'EIA F'c n = 7.25 ksi = 1.65 Fc n/0 = 4.39 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 14 of:46 ENGINEERINGEXPRESS.COM % ENGINEERING ?� EXPRESSO . Work Prepared For: ..:COASTAL CONSTRUCTION AND BUILDING. Project: 25-85721 -VALENTINO Calculations For: 5.09"x5.01"°6063-T5 Struxure Aluminum Louver-Louver Blade E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Buckling,,The Uniform Compressive Strengths Is. 13.5.4.2-Flat Elements Supported On Both.Edges (Base) B.5.4.2-Flat Elements Supported On Both Edges (Web). 'E.4 Buckling Interaction Per Table B.5.1 . {rr2*E/(1.6*b/tb)21 Fe(flange).= 26.00 ksi (Fc n} Fc_n = 7.25 ksi Fe(flange)> Fc_n (E.2 Member Buckling) n 1.65 . Fc n/04 39 ksi (rr2*E/(1..6*h/th)2) - Fe(web) 26.90 ksi (Fc n} Fc_n 7.25 ksi Fe(web) >Fc n (E.2 Member Buckling) C1= 1.65 4.39 ksi Flexural.Members - F.2 Yielding And Rupture Nominal Flexural Strength-For Yielding And Rupture Limit State Of Yielding. (1.5*St*Fty} Mnp= 25:49 k=in. (Mnp/Sx} Fb.n= 24.00 ksi. 0= _ 1.65 Fb n/0 14,55 ksi. Limit-State Of Rupture (Z*Ftu/kt}_ Mnu = 99.38 k-in (Mnu/Z} Fb n= 22.00 ksi 0 1.95 Fb n/0._ :11.28 ksi F.4 Lateral-Torsional Bucklingi Square Or Rectangular Tubes Subject To Lateral-Torsional Buckling" Slenderness For Shapes.Symmetric About The Bending Axis, A F.4.2.1 12.82 Slenderness For Closed Shapes, A F.4.2.3= 12.93 Slenderness For.Any.Shape, A F.4:2.5= 12.82 Maximum Slenderness, \(.max) 12.93- <:Cc .:Nominal Flexural.Strength.-:Lateral-Torsional Buckling (Mnp(1-(A/Cc))+(rr2*E*A*Sx/Cc.^3)} Mnmb= 23:B7k-in (Mnmb/Sx}" Fb.n=. 22.19 ksi 0_ -1.65 Fb n/0= 13.45 ksi CALCULATIONS"BY:ENGINEERING EXPRESS POSTAL ADDRESS:2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 15 of.46. ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO . Work Prepared For: .. COASTAL-CONSTRUCTION AND BUILDING, . Project: 25-85721 -VALENTINO Calculations For: .5.09"x5.01"6063-T5 Struxure Aluminum Louver-Louver Blade . Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edges-Web&Flange . Uniform'Compression Strength;Flat Elements Supported On Both-Edges -Lower.Slenderness Limit,Al =. - 25.6. Upper Slenderness Limit;>,2= 49.8 Flange Slenderness, b/tb= 38.7 Al -A2 Web Slenderness, h/th = . 38.05 Al:-A2 (Bp-1.6*Pp*b/tb),: Fc r71 = 14.21 ksi Q 1.65 Fc n1/Q= 8.61,ksi (Bp71..6*Dp*h/th) Fc n2. . 14:30 ksi f2= 1:65 Fc n2/Q _. -8.66 ksi Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges-Web, . Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit,.Al 36.12 Upper Slenderness Limit_;A2 118.63 Slenderness, h/th = 38.05 Al-:A2 (Bbr-rri*Dbr*h/th) Fb_n= 23.77 ksi Q= :1.65 . Fb n/0 14:41 ksi . Shear G.2 Shear Supported On Both Edges-Web Members With Flat-Elements Lower Slenderness.Limit;Al = 43.61 Supported On.Both Edges Upper Slenderness Limit,A2= 95.97 Slenderness, h/th= 38.05' <-A1 (Fsy) Fv_n = 9.60 ksi i2=. 1.65 .' Fv n/C2 _ 5:82 ksi CALCULATED.ALLOWABLE STRESSES. '.Allowable Bending Stress, Fb= 11:28 ksi Allowable Axial Stress, Compression; Fay= 4.39 ksi Allowable Shear Stress;Webs, Fv= 5.82 ksi Elastic Buckling Stress, Fe= 4:37 ksi Weighted Average Allowable Compressive Stress(Per Section E:3.1), Fao 8:64 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North.Federal Hwy 47764, Boca Raton, FL 33431 page 16 of.46. ENGINEERING EXPRESS.COM ENGINEERING EXPRESS° Work Prepared For: COASTAL CONSTRUCTION AND BUILDING. . Project: 25-85721 -VALENTINO Calculations For: .5.09"x5.01"6063-T5 Struxure Aluminum Louver-Louver Blade . Member Loading &Capacity Calculation Dimensions&Loading Inputs Layout Style= Layout#2 Louver Beam Use.= C&C Beam Total Length, L= 10.40 ft #Spans= 1 Max Beam-Span(Between Supports), I = 10.40 ft Beam Overhang Left, OhL 0.00 ft Beam Overhang Right, OhR= OX ft Beam Location= Intermediate Point Load At Left Overhang, PohL= 0 lb Point Load At Right Overhang, PohR= 0 lb Point Load#1 (Left) On Span,:P1.= 0 Ib. Point Load#1 Offset, a= 0,00 ft. Point Load#2 (Right) On Span, P2= 0.0 Ib' Point Load 92 Offset, b 0.00 ft Resultant Weight Loading On Tributary, RL.= 26.0 psf Tributary Width, W 0.67 ft Additional Beam Loading (Icing, Service, Ect);AL= 4.11 lb/ft Linear Loading On Beam, w= 21.4 lb/ft Shear-In Member.And Compression/Tension Reactions At Supports Max Reaction From Span,Point Loads,Vsp= 0 lb Left Reaction From Overhang Point Loads,VopL= 0 lb Right Reaction Right Overhang Point Loads, VopR= 0 lb Max Reaction From Span Weight,Vsw= 111 lb' Reaction-From Weight Adjustment Factor For Multi-Span,Vwaf= 1 Adjusted Reaction From Span &OH Weight, Vsw'= 111 lb Left Reaction From Overhang Weight, VowL= 0 lb Right Reaction.From:Overhang Weight,VoWR= 0 lb Max Tension At Supports,Tmax= 0 lb Max Compression At'Supports, Cmax= 0.11 Kip Bending Moment Calculations Moment From Span Point Loads, Msp= 0 lb-ft Moment From Point Loads Adjustment Factor For Multi-Span, Mpaf= 1.000 Adjusted Moment From Span Point.Loads, M.sp'= 0 lb-ft Moment From Left Overhang Point Loads, MohpL-= . 0 lb-ft Moment From Right Overhang Point Loads, MohpR= 0 lb-ft Moment From Span Weight, Mw= 290 lb-ft . Moment From Weight Adjustment Factor For Multi-Span, Mwaf= 1.00 Adjusted Moment From Span &OH Weight, Mw'= 290 lb-ft . Moment From Left Overhang Weight; MohwL= 0 lb-ft Moment From Right Overhang Weight, MohwR= 0 lb-ft Total Max Moment At x, Mmaxx= 0:3 Kip-ft Total Max Moment At Supports, Mmaxs= 0.0 Kip-ft Absolute Max Moment On Beam, Mmax= 0.3;Kip-ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 17 of 46 ENGINEERING EXPRESS.COM jENGINEERING � EXPRESS Work Prepared For: COASTAL.CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: 5.09"x5.01"6063-T5 Struxure Aluminum Louver-Louver Blade . Deflection Calculations Deflection From Span Point Loads At.x, Aspx= 0.00 in Location Of Max Moment From Weight Between Spans;.x= 5.20 in Deflection From Overhang Point Loads.At x,Aopx= 0.00 in . Deflection From Span &.Overhangs Weight At x, Owx 0.33 in Point Load Deflection At.Left Overhang End, DOWL =. 0.00 in Point Load Deflection At Right Overhang End, DopR= 0..00 in Weight Deflection At Left Overhang End, HOWL= 0.00 in :Weight Deflection At Right Overhang End, AopR.= 0.00 in :Span Max Deflection,Asp= 0.33 in Overhang Max Deflection, Aoh= 0.00 in Total Max Deflection,Amax= 0.33 in Note:Negative Deflection Values Indicate Upward Deflection Member Capacity Equations Bending Stress Bending Moment-Developed In-Member, Mz= .0.3 Kip-ft Bending Stress Developed In Member,fb=. - 3,27 ksi Allowable Bending Stress Of Member,Allowable Bending Stress, Fb 11.28 ksi. Bending Moment Capacity= 29% < 100% . Axial Stress Axial Load Developed In Member, Fx= 0.00 Kip Axial Stress Developed In Member,fa 0:00 ksi . Allowable Axial Stress, Compression, Fac.= 4:39 ksi: Axial Stress Capacity= 0%° . < 100% Shear Stress Shear Load Developed In Member,.Vz= 0.11 Kip ' Shear Stress Developed In Member;fv= 0:09 ksi Allowable Shear Stress Of Member Webs, Fv= 5.82 ksi Shear Capacity= 2% < 100% Interaction Equations Reduced Bending And Shear Interaction 4{(fb/Fb)°2 + (fv/Fv)A2)= 29% < 100%: Axial And Bending Interaction fa/Fa+fb/Fb= 0% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa+ (fb/Fb)^2 + (fv/Fv)^2= 0% < .100% Capacity Less than 100%-OK, Member Is Sufficient For Applied Loading .Deflection Check Deflection Limit= L/80 Allowable Deflection, DAllow= 1.56 in Maximum Deflection,AMax= 0.33 in Deflection Capacity= -21% < 1.00% OK,Allowable.Deflection Sufficient CALCULATIONS BY.ENGINEERING EXPRESS . POSTAL ADDRESS: 2234-North:Federal Hwy #7764, Boca Raton, FL 33431 page 18 of:46. ENGINEERING EXPRESS.COM �'- ENGINEERING EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#1, Quadruple 2"x8"x 0.125"/0.125"6063-T6 Alum Tube-Interior Beam. ALUMINUM DESIGN MANUAL(2015 EDITION) Specifications for Aluminum Structures (Buildings) Allowable Stress Design Design Check of Struxure Quadruple 2"x8'.'x 0.125"/0.125"6063-T6 Aluminum Tube Per 2015 Aluminum Design Manual -Critically Alloy: 6063 Temper: T6 Welded: N Member Properties Quadruple 2"x8"x 0.125"/0.125"6063-T6 Alum Tube #of Parallel.Beams in Section #Beams= 4 2.000" + Base Width,b= 2.000". - -+- — Base Thickness, tb 0.125" 0.125 Web Height, h 8.000" . Web Thickness, th = 0.125" Moment of Inertia About Axis To Base, Ix= 69.801 in14 Moment of Inertia About Axis �.I To Web, ly= 1.872 in^4 o -X Section Modulus About The X-Axis, Sx 17.450 in^4 06 Radius Of Gyration About Axis. I To Base, rx_= - 1.18 in - N Radius Of Gyration About Axis To Web, ry= .0.19 in o Torsional Constant, J = 5.59 in"4 Cross Sectional.Area,A= 50.44 in"2 Plastic Section Moduls, Z.= 5.72 in^3 Warping Constant, Cw.= 0.00 in^6 Member Spans. Unsupported Length.(Max Span Between Supports), L= 22.5 ft Unbraced Length For Bending (Against Side-Sway), Lb= 0.67 ft Effective Length Factor, k= 1.0 Material Properties Tensile Ultimate Strength, Ftu = 30 ksi Tensile Yield Strength, Fty= 25 ksi Compressive Yield Strength, Fcy= 25 ksi. Shear Ultimate Strength, Fsu 18 ksi Shear Yield Strength, Fsy= 15 ksi Compressive Modulus Of Elasticity, E= 101-100 ksi CALCULATIONS BY ENGINEERING EXPRESS . POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton; FL 33431, page 19 of:46 . ENGINEERINGEXPRESS.COM toENGINEERING � EXPRESS > Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#1, Quadruple 2"x8"x 0.125"/0.125"6063-T6 Alum.Tube-Interior Beam Buckling Constants Compression In Columns & Beam Flanges (Intercept), Bc= 27.64 ksi Compression In Columns & Beam Flanges(Slope), Dc= :0.14 ksi Compression In Columns&Beam Flanges (Intersection), Cc= 78.38 ksi. Compression In Flat Plates (Intercept), Bp= 31.39 ksi Compression In Flat Plates (Slope), D.p= 0.17 ksi Compression In Flat Plates (Intersection), Cp= 73.55 ksi Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr= 46.12 ksi Compressive Bending Stress In Solid Rectangular Bars.(Slope), Dbr= 0.38 ksi: Shear Stress In Flat Plates (Intercept), Bs= 18.98 ksi Shear Stress In Flat Plates (Slope), Ds= 0.08 ksi Shear Stress In Flat Plates (Intersection), Cs= 94.57 ksi Ultimate Strength Coefficient Of Flat Plates In Compression, k1c= 0.35 Ultimate Strength.Coefficient Of Flat Plates In Compression, k2c 2.27 Ultimate Strength Coefficient Of Flat Plates In Bending; k1 b= 0.50 Ultimate Strength Coefficient'Of Flat Plates In Bending, k2b= 2.04 Tension Coefficient, kt= 1.0 Member Strength Calculations D.2 Axial Tension Tensile Yielding-Unwelded Members Fty_n = .25.00 ksi. 0= 1.65 Fty_n/0 = 15.15 ksi . Tensile Rupture-Unwelded Members Ftu n = 30.00 ksi . —Q= 1.95 Ftu n/S2t= 15.38 ksi Axial Compression.Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Lower Slenderness Limit, All = 18.23 Upper Slenderness Limit, A2= 78.38. Slenderness,JA(max) 229.51 >_A2 {0:85rr2E1A2} Fc n = 1.61 ksi 0= 1.65 Fc n/0 = 0.97 ksi CALCULATIONS'BY ENGINEERING EXPRESS POSTAL ADDRESS:2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 20 of 46. ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS Work Prepared For: . COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#1,Quadruple 2"') x 0.1.25"/0.125"6063-T6 Alum.Tube-Interior Beam. E:3 Local Buckling- For Column Elements In Uniform Compression Subject To Local Buckling,The:Uniform Compressive. Strength Is Addressed In Section:B.5:4 Calculated Below: B.5.4.2-Flat Elements Supported On Both.Edges (Base) B.5.4.2-Flat Elements Supported-On Both Edges (Web) EA Buckling Interaction Per Table B.5.1.: .:{rr2*E/(t 6*b/tb)2}. Fe(flange).= 198.67 ksi .: Fc_n_ 1.61 ksi Fe(flange)>Fc—n (E.2 Member Buckling) f2= 1.65 Fc n/l2.= 0:97 ksi {rr2*E/(1.6*h/th)2} Fe(web) = 10.13 ksi (Fc n} Fc_n 1.61 ksi Fe(web) >Fc n (E.2 Member Buckling) .0.=. 1.65 Fc n/0 0:97 ksi Flexural.Members F:2 Yielding And Rupture . Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding {Z*Fcy} Mnp= 143.07 k-in {Mnp/Z} Fb_n =. 25.00 ksi." Q= 1.65 Fb_n/Q= 15.15 ksi . . Limit-State Of Rupture {Z*Ftu/kt} Mnu,_ 171..68 k-in {Mnu/Z} Fb— n = 30.00 ksi 1.95 Fb n/0 -15.38 ksi FA Lateral-Torsional Buckling - Square Or Rectangular Tubes Subject To Lateral-Torsional Buckling . Slenderness.For Shapes Symmetric About The Bending Axis, A F.4.2.1 . 1.0.49 Slenderness For Closed Shapes, A F.4.2.3= .7.55 Slenderness For.Any.Shape, A F.4:2.5= 10.49 Maximum Slenderness,X(max)_. 10.49 <-Cc Nominal Flexural,Strength-:Lateral-Torsional.Buckling {Mnp(1-(il/Cc))+(rrz*E*a*Sx/Cc^3)} Mnmb= 133.39 k-in {Mnmb/Sx} Fb.n = 30.58 ksi. 4= 1.65 Fb n/Q_ 18:53 ksi CALCULATIONS BY.ENGINEERING EXPRESS . POSTAL ADDRESS: 2234 North-Federal Hwy #7764, Boca Raton, FL 33431 ENGINEERINGEXPRE•SS.COM Page 21 of 46. ENGINEERING EXPRESS Work-Prepared For: . -COASTAL-CONSTRUCTION AND BUILDING. . . Project: 25-85721 -VALENTINO Calculations For: Beam#1,Quadruple 2"x8"x 0.125"/0.125"6063-T6-Alum Tube-Interior Beam.. Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edges -Web &Flange Uniform.Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit,Al.= 22.8. Upper Slenderness Limit;A2= 39.2 Flange.Slenderness, b/tb 14.0 :<Al Web Slenderness, h/th= 62.:0 A2 (Fcy) Fc n1 = 25.00 ksi . C_ 1.65 Fc n1/Q 15.15.ksi (k2c*�(Bp*E)/(1.6*h/th)} Fc_n2. . 12:88 ksi Q= 1.65 Fc n2/0 = 7.81 ksi Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit' Al 34.73 Upper Slenderness-Limit;A2=.: 92-95 Slenderness,h%th= 62.00 'Al-.A2 (Bbr-m*Dbr*h/th} Fb 'n = 30:74 ksi O .1.65 Fb n/0. 18:63 ksi Shear G.2 Shear Supported On Both Edges-Web Members.With:Flat.Elements Lower-Slenderness Limit,Al =: 38.73 Supported On:Both Edges. Upper Slenderness Limit,:A2_ 75.65 Slenderness, h/th= 62.60 Al -A2 (es-1.25Ds*h/th} Fv_n 12.61 ksi 0= 1.65 Fv n/Q 7:64 ksi CALCULATED ALLOWABLE STRESSES. Allowable Bending Stress, Fb= 15.15 ksi Allowable Axial Stress, Compression, Fa,= 0.'97 ksi. Allowable Shear Stress;Webs, FV= 7.64 ksi Elastic Buckling Stress, Fe= _ 0.97 ksi Weighted Average Allowable Compressive Stress(Per Section E:3.1), Fao 9.16 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS:-2234 North,Federal Hwy #7764, Boca Raton, FL 33431 page 22 of 46 ENGINEERINGEXPRESS.cbm ENGINEERING EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#1, Quadruple 2"x8"x 0.125"/0.125"6063-T6 Alum.Tube-Interior Beam Member Loading &Capacity Calculation Dimensions &Loading Inputs .Layout Style= Layout#2 Beam#1 -Interior Beam . Beam Use MWF Beam Total Length,L= 22.50 ft #Spans= . 1. . Max Beam Span.(Between Supports), Span= 22.50 ft Beam Overhang Left, OhL= 0.00 ft . Beam Overhang Right, OhR = 0,00 ff. Beam Location= Interior Point Load At Left Overhang, PohL=; 0 lb Point Load At Right Overhang, PohR= 0 lb Point Load#1 (Left)On Span,_P1_= 0-lb Point Load#1 Offset, a= 0,00 ft Point Load#2 (Right) On Span, P2= 0.0 lb Point Load#2 Offset, b= 0.00 ft- Resultant Weight Loading On Tributary, RL.= 26.0 psf -Tributary Width, W. 10.40 ft Additional Beam Loading (Icing, Service, Ect),AL= 9.04 lb/ft. Linear Loading On Beam.,w= 279.3 lb/ft Additional Moment Bracing At.Ends? = FALSE . Shear In Member And Compression/Tension Reactions At Supports Max Reaction From Span Point Loads,Vsp= 0 lb Left Reaction From Overhang Point Loads, VopL = 0 lb Right Reaction Right Overhang Point Loads,VopR= 0 lb Max Reaction From Span Weight,Vsw= 3143 Ib. Reaction From Weight.Adjustment Factor For Multi-Span,Vwaf 1 Adjusted Reaction From.Span Weight,Vsw.'= 3143 lb Left Reaction:From Overhang Weight, VowL= 0 lb Right Reaction From Overhang Weight,VowR= : 0 lb . Max Tension At Supports,Tmax= 0.00 Kip: Max Compression At'Supports, Cmax= 3.14 Kip Bending Moment Calculations. Moment From Span Point Loads, Msp= 0 lb-ft . . Moment From Point Loads Adjustment Factor For.Multi-Span,.Mpaf= 1.000 Adjusted Moment From Span Point Loads, Msp'= 0 lb-ft Moment From Left Overhang Point Loads,.MohpL= 0 lb-ft. Moment From Right Overhang Point Loads, MohpR= 0 lb-ft. Moment From Span Weight, Mw= .17677 lb-ft Moment From Weight Adjustment Factor For Multi-Span, Mwaf 1.00 Adjusted Moment From Span Weight, Mw'= 1.7677 lb-ft Moment From Left Overhang Weight, MohwL= 0 lb-ft Moment From Right Overhang Weight, MohwR= 0 lb-ft Total Max Moment Along Span, Mmaxspan 17.7.Kip-ft Total Max Moment At Supports, Mmaxsup = 0.0 Kip.-ft Max Moment From Beam Loading= 17.7 Kip-ft Moment Frame Connection To Beam#1 = FALSE. Moment Transferred'.From Post= 0.0 Kip-ft Absolute'Max Moment On Beam, Mmax= 17.7 Kip-ft . CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 23 of 46. ENGINEERINGEXPRESS.COM XENGINEERING - EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#1, Quadruple 2"x8"x 0.125"/0.125"-6063-T6 Alum Tube-Interior Beam Deflection Calculations Deflection From Span Point Loads At x, Aspx= 0.00 in Location Of Max Moment From Weight Between Spans, x= 11.25 in Deflection From Overhang Point Loads At x, Lopx= -0.00 in Deflection From Span & Overhangs Weight At x, Owx= 1.60 in Point Load Deflection At Left Overhang End, AowL= 0:00 in Point Load Deflection At Right Overhang End, AopR= 0.00 in Weight Deflection At Left Overhang End, DowL= 0.00 in: Weight Deflection At Right Overhang End, LopR= 0.00 in Span Max Deflection,Asp= 1.60 in Overhang Max Deflection,Doh.= 0.00 in Total Max Deflection,Amax= 1.60 in Note:Negative Deflection Values Indicate Upward Deflection Member Capacity Equations Bending Stress Bending Moment Developed In Member,.Mz= 17.7 Kip-ft Bending Stress Developed In Member,fb= 12.16 ksi - Allowable Bending Stress Of Member,Allowable Bending Stress, Fb= 15.15 ksi Bending Moment'Capacity= 80% < 100% Axial Stress Axial Load Developed In Member, Fx= 0.00 Kip Axial Stress Developed In Member, fa= 0.00 ksi Allowable Axial Stress,Compression, Fac= 0.97 ksi. Axial Stress Capacity= 0% < 100%. Shear Stress Shear Load Developed In Member, Vz= 3.14 Kip Shear Stress Developed In Member,fv= 1.62 ksi Allowable Shear Stress Of Member Webs-, Fv= 7.64 ksi Shear Capacity= 21% <.100% Interaction Equations Reduced Bending And Shear Interaction {(fb/Fb)^2+ (fv/Fv)"2}= 83% < 100% Axial And Bending Interaction fa/Fa.+fb/Fb= 0% <100% Axial With Reduced Bending And Shear Interaction fa/Fa+(fb/Fb.)"2 + (fv/Fv)A2= 0% < 100% Capacity Less than 100%-OK, Member Is Sufficient For Applied Loading Deflection Check Deflection Limit= L/80 Allowable Deflection,AAllow= 3.38 in' Maximum Deflection, OMax= .1.60 in Deflection Capacity= 47% < 100% OK,Allowable Deflection Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy.#7764, Boca Raton, FL 33431 page 24 of 46. ENGINEERINGEXPRESS.COM ENGINEERING EXPPESS° Work Prepared For: . .COASTAL.CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#2, Double 2"x8"x 0.25"/0.25"6063-T6 Alum Tube.-Main Beam ALUMINUM DESIGN MANUAL(2015'EDITION) Specifications for Aluminum Structures..(Buildlings) Allowable Stress Design Design Check of Struxure.Double 2"x8"x 0.25"/0.25"6063-T6 Aluminum Tube Per.2015 Aluminum Design Manual Critically Alloy: . 6063' Temper: T6 Welded: N Member Properties Double 2"x8"x 0.25"/0.25"6063-7.6 Alum Tube: : #of Parallel:Beams in Section' #Beams= 2 — 2.000.1. Base Width, b= 2.000" _�. Base Thickness, tb 0.250" 0.250" Height, .000" Web h 8 Web Thickness,,th= 0.250" Moment of Inertia About Axis 11 To Base, Ix= 65.198 in^4 o Moment of Inertia About Axis To Web,:ly= 3:224 in.A x—- —�- — o X Section.Modulus About The X=Axis,-Sx= 16.299 in^4 o w Radius Of Gyration About Axis.1 I To Base,.rx= 1.77 in N Radius Of Gyration About Axis To Web, ry= 0.39 in. . o Torsional Constant, J = 9.68 in"4.- Cross Sectional Area,A '20.75 in^2. - — Plastic Section Moduls; Z 10.91 in^3 Warping Constant, Cw= 0.00 inA6. Member.Spans . Unsupported.Length'(Max Span Between Supports), L 20.75 fit Unbraced Length For Bending (Against Side-Sway), Lb.= 10.38 ft .: Effective Length Factor, k= 1.0 Material Properties 'Tensile Ultimate Strength, Ftu = 30 ksi Tensile Yield Strength, Fty= 25 ksi . Compressive Yield Strength, Fcy= 25 ksi Shear Ultimate Strength, Fsu.. 18.ksi Shear Yield Strength, Fsy= 15 ksi Compressive Modulus Of Elasticity, E= 10,100 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North:Federal Hwy #7764, Boca Raton, FL 33431 page 25 of 46_ ENGINEERINGEXPRESS.COM tENGINEERING o EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#2, Double 2"x8"x 0.25"/0.25"6063-T6 Alum Tube-Main Beam Buckling Constants . Compression In Columns & Beam Flanges (Intercept), Bc= 27.64 ksi Compression In Columns&Beam Flanges(Slope), Dc= 0.14 ksi Compression In Columns& Beam Flanges (Intersection), Cc= 78.38 ksi Compression In Flat Plates (Intercept), Bp= 31.39 ksi. Compression In Flat Plates (Slope), Dp 0.17 ksi Compression In Flat Plates(Intersection), Cp= -73.55 ksi Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr= 46.12 ksi Compressive Bending Stress In Solid Rectangular Bars(Slope), Dbr= 0.38.ksi Shear Stress In Flat Plates (Intercept); Bs = 18.98 ksi Shear Stress In Flat Plates (Slope), Ds=' 0.08Rsi Shear Stress In Flat Plates (Intersection),Cs= 94.57 ksi Ultimate Strength Coefficient Of Flat Plates In Compression, k1c= .0.35 Ultimate Strength Coefficient Of Flat Plates In Compression, k2c= 2.27 Ultimate-Strength Coefficient Of Flat Plates In Bending, k1b= 0.50 . Ultimate Strength Coefficient Of Flat Plates In Bending, k2b= 2.04 Tension Coefficient, kt= 1.0 Member Strength Calculations D.2 Axial Tension Tensile Yielding-Unwelded Members Fty n = 25.00 ksi 0= 1.65 Fty_n/0 = 15.15 ksi . Tensile Rupture-Unwelded Members Ftu_n = 30.00 ksi 0= 1.95 Ftu n/Qt= 15.38 ksi Axial Compression Members E.2 Compression Member Buckling Axial, Gross Section Subject To Buckling Lower Slenderness Limit, Al = 18.23 Upper Slenderness Limit,A2= 78.38 Slenderness,A(max)= 315.85 >_A2 {0.857r2EIA21 Fc n = 0.85 ksi 0= 1.65 Fc n/Q = 0.51 ksi CALCULATIONS BY ENGINEERING EXPRESS - POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 26 of 46 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS° Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#2, Double 2"x8"x 0.25"/0.25"6063-T6 Alum Tube Main Beam E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Buckling,The Uniform Compressive. Strength Is Addressed In Section B.5.4 Calculated Below. B.5.4.2- Flat Elements Supported On Both.Edges (Base) B.5.4.2- Flat Elements Supported On Both Edges (Web). EA Buckling Interaction Per Table B.5.1 (7r2*E/(1.6*b/tb)21 Fe(flange) = 108.1.63 ksi (Fc n} Fc—n = 0.85 ksi Fe(flange)> Fc_n (E.2 Member Buckling) n= 1.65 Fc_n/0 = 0.51 ksi (7r2*E/(1.6*h/th)2} Fe(web) = 43.27 ksi (Fc n} Fc n = 0.85 ksi Fe(web) >Fc n (E.2 Member Buckling) 0= 1.65 Fc n/Q = 0.51 ksi- Flexural Members F.2 Yielding And Rupture Nominal Flexural Strength For Yielding And Rupture Limit State of Yielding (Z*Fcy} Mnp= 272.66 k-in {'Mnpfi} Fb_n = 25.00 ksi 0= 1.65 Fb_n/Q = 15.15 ksi Limit State:Of Rupture (Z*Ftu/kt} Mnu = 327.19 k-in (Mnu7Z} Fb_n = 30.00 ksi Fb n/Q = 15.38 ksi FA Lateral-Torsional Buckling Square Or Rectangular Tubes Subject To Lateral-Torsional Buckling Slenderness:For Shapes Symmetric About The Bending Axis, A F.4.2.1 = 31.26 Slenderness For Closed Shapes, A F.4.2.3= 31.00 Slenderness For Any Shape,A F.4.2.5= 31.26 Maximum Slenderness,J\(max)= 31.26 < Cc Nominal Flexural Strength- Lateral-Torsional Buckling {Mnp(1-(,A1Cc))+(n2*E*A*Sx/CC^3)} Mnm- b= 216.66 k-in (Mnmb/Sx} Fb_n = 26.58 ksi. S�= 1.65 Fb n/Q _ 16.11 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 27 of 46 ENGINEERINGEXPRESS.COM tENGINEERING o EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#2, Double 2"x8"x 0.25"/0.25"6063-T6 Alum Tube.-Main Beam Uniform Compression Elements B.5.4.2 Flat Elements Supported On Both Edges-Web&Flange . Uniform Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, Al = 22.8 Upper Slenderness Limit, A2= 39.2 Flange Slenderness, b/tb= 6.0 Web Slenderness, h/th= 30.0 Al -A2 (Fcy} Fc n1 = 25.00 ksi 0= 1.65 Fc_n1/Q = 15.15 ksi (Bp-1.6*Dp*h/th} Fc n2.=. . 22.99 ksi i. 0= 1.65 Fc n2ffl = 13.93 ksi Flexural Compression Elements B.5.5.1 Flat Elements Supported On Both Edges-Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit,Al = 34.73 Upper Slenderness Limit,A2= 92.95 Slenderness, h/th= .30.00 5 Al (1.5*Fcy} Fb n = 37.50 ksi 0= 1.65 Fb n/C) = 22.73 ksi Shear G.2 Shear Supported On Both Edges-Web Members With Flat Elements Lower Slenderness Limit, Al = 38.73 Supported On Both Edges Upper Slenderness Limit, A2= 75.65 Slenderness, h/th = 30.00 s Al (Fsyj Fv_n= 15.00 ksi 0= 1.65 Fv n/Q i 9.09 ksi CALCULATED ALLOWABLE STRESSES Allowable Bending Stress, Fb= 15.15 ksi Allowable Axial Stress, Compression, Fay= 0.51 ksi Allowable Shear Stress; Webs, F = 9.09 ksi Elastic Buckling Stress, Fe= 0.51 ksi Weighted Average Allowable Compressive Stress(Per Section E.3.1), Fao= 14.14 ksi CALCULATIONS BY ENGINEERING EXPRESS . POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 28 of:46. ENGINEERINGEXPRESS.COM YENGINEERING _ EXPRESS° . Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#2, Double 2"x8"x 0.25"/0.25"6063-T6 Alum Tube-Main Beam Member Loading &Capacity Calculation Dimensions & Loading Inputs Layout Style= Layout#2 Beam#2-Main Beam With Intermediate Load Beam Use= MWF Beam Total Length, L= 20.75 ft #Spans= 1 Max Beam Span (Between Supports), Span = 20.75 ft Beam Overhang Left, OhL= 0.00 ft Beam Overhang Right, OhR = 0,00 ft Beam Location= Edge Point Load At Left Overhang, PohL= 1571 lb Point Load At Right Overhang, PohR= 1571 lb. Point Load#1 (Left)On Span,.P1 = 3143 lb Point Load#1 Offset, a= 10.38 ft. Point Load#2 (Right) On Span, P2= 0.0 lb Point Load#2 Offset, b= 0.00 ft Resultant Weight Loading On Tributary, RL= 0.0 psf Tributary Width, W = 0.00 ft Additional Beam Loading (Icing, Service, Ect),AL= 6.37 lb/ft Linear Loading On'Beam, w= 6.4 lb/ft. Additional Moment Bracing At Ends?= FALSE- Shear In Member And Compression/Tension Reactions At Supports Max Reaction From Span Point Loads,Vsp= 1571 lb Left Reaction From Overhang Point Loads,VopL= 1571 lb Right Reaction Right Overhang Point Loads,VopR= 1571 lb Max Reaction From Span Weight,Vsw= 66 lb Reaction From Weight Adjustment Factor For Multi-Span,Vwaf= .1 Adjusted Reaction From Span Weight, Vsw'= 66 lb Left Reaction From Overhang Weight, VowL= 0 lb Right.Reaction From Overhang Weight,VowR= 0 lb . Max Tension At Supports,Tmax= :0.00 Kip Max Compression At Supports, Cmax= '3.21 Kip Bending Moment-Calculations Moment From Span Point Loads, Msp= 16302 lb-ft Moment From Point Loads Adjustment Factor For Multi-Span, Mpaf= 1..000 Adjusted Moment From Span Point Loads, Msp'= 16302 lb-ft Moment From Left Overhang Point Loads, MohpL= 0 lb-ft Moment From Right Overhang Point Loads, MohpR= 0 lb-ft Moment From Span Weight, Mw= ' 343 lb-ft Moment From Weight Adjustment Factor For Multi-Span, Mwaf= 1.00 Adjusted Moment From Span Weight, Mw'= 343 lb-ft Moment.From Left Overhang Weight, MohwL= 0 lb-ft Moment From Right Overhang Weight, MohwR= 0.Ib-ft Total Max Moment Along Span, Mmaxspan = 16,6 Kip-ft Total Max Moment At Supports, Mmaxsup = 0.0 Kip-ft Max Moment From Beam Loading= 16.6 Kip-ft Moment Frame Connection To Beam#2= FALSE Moment Transferred From Post= 0.0 Kip-ft Absolute Max Moment On Beam, Mmax= 16.6 Kip-ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy•#7764, Boca Raton,FL 33431 Page 29 of 46 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESS° Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Beam#2, Double 2"xB"x 0.25"/0.25" 6063-T6 Alum Tube.-Main Beam Deflection Calculations Deflection From Span Point Loads At x, Aspx= 1.07 in Location Of Max Moment From Weight Between Spans, x= 10.38 in Deflection From Overhang Point Loads At x, Aopx= 0.00 in Deflection From Span& Overhangs Weight At x,Awx= 0.03 in Point Load Deflection At Left Overhang End, AoWL 0.00 in Point Load Deflection At Right Overhang End, AopR= 0.00 in Weight Deflection At Left Overhang End, AowL= 0.00 in Weight Deflection At Right Overhang End;AopR= 0.00 in Span Max Deflection,Asp= p 1.10 in Overhang Max Deflection,Aoh= .6.00 in Total Max Deflection,Amax= 1.10 in: Note:Negative Deflection Values Indicate Upward Deflection Member Capacity Equations Bending.Stress Bending Moment Developed In Member, Mz= %6 Kip-ft Bending Stress Developed In Member, fb 12.25 ksi Allowable Bending Stress Of Member,Allowable Bending Stress, Fb= 15.15 ksi Bending Moment Capacity= 81% <.100% Axial Stress Axial Load Developed In Member, Fx= 0.00 Kip Axial Stress Developed In.Member,:fa= 0.00 ksi Allowable Axial Stress,Compression, Fac= 0.51 ksi Axial Stress Capacity= 0% <1006/0. Shear Stress Shear Load Developed In Member,Vz= 3.21 Kip Shear Stress Developed In Member,fv= 0.86 ksi . Allowable Shear Stress Of Member Webs, Fv= 9.09 ksi Shear Capacity= 9% <:100% Interaction Equations. Reduced Bending And Shear Interaction {(fb/Fb)^2+ (fv/Fv)^2}= .81% < 100% Axial And Bending Interaction fa/Fa +fb/Fb= 0% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa+ (fb/Fb)"2+(fv/Fv)^2= 0% < 1.00%' . Capacity Less than 100%-OK, Member Is Sufficient For Applied Loading Deflection Check Deflection Limit= L/80 . Allowable Deflection,AAllow= . 3.11 in Maximum Deflection, AMax= 1.10 in Deflection Capacity= 35% < 100%0 OK,Allowable Deflection Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 30 of 46 ENGINEERING EXPRESS.COM -`ift - ,- ENGINEERING EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING - Project: 25-85721 -VALENTINO Calculations For: Critical Post,.Single 6"x 6"x 0.125"/0.125"6063-T6 Aluminum Tube-Post ALUMINUM DESIGN MANUAL(2015 EDITION) Specifications for Aluminum Structures(Buildings) Allowable Stress Design . . Design Check of Struxure Single 6"x6"x 0.125"/0.125"6063-T6 Aluminum Tube As Post Per 2016 Aluminum Design'Manual Critically , Alloy: 6063: Temper: T6 Welded: N Member Properties Single 6"x 6`'x 0.125"/0.125"6063-T6 Aluminum Tube #of Parallel Members in Section:= -1 �-- 6:000 Base Width, b= 6;000" Base Thickness,tb=: 0.125": 0:125" Web Height, h. 6.000". Web Thickness,th= 0.125'` Moment of Inertia About Axis To Base, Ix= 16.906,in^4 Moment of Inertia About Axis To Web,.ly 16:906 in^4: : . x Section Modulus About-The X-Axis, Sx 5;635 in^4: co Radius Of Gyration About Axis I �To Base, rx= 2.40 in N Radius Of Gyrationi . About Axis To Web, ry= 2,40 in o .Torsional Constant,-J = 25.35 in^4. rea,A Cross Sectional A 2.94 in^2 Plastic Section Moduls, Z= .6.47 in^3 Warping Constant, Cw=. 0.00 in^6 Member Spans Unsupported Length(Max Span Between Supports), L.= '10.0 ft Unbraced Length For Bending,(Against,X-Side-Sway), Lbx= 1O.O.ft Unbraced Length For Bending (Against Y-Side-Sway), Lby= 10.10 ft . Effective Length Factor(X Direction)", kx= 1.0 Effective Length Factor(Y Direction)i.ky= 2:0 Material-Properties Tensile Ultimate Strength, Ftu 30:ksi Tensile Yield Strength,Fty.= 25 ksi Compressive Yield Strength,'Fcy= 25 ksi Shear Ultimate Strength,Fsu = 18 ksi. Shear Yield Strength, Fsy 15 ksi- Compressive Modulus Of Elasticity, E 10,100 ksi CALCULATIONS BY:ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North'Federal Hwy ##7764, Boca Raton, FL 3.3431 page 31 of:46. ENGINEERINGEXPRESS.COM ENGINEERING EXRRESS° Work Prepared For: . COASTAL CONSTRUCTION AND BUILDING. Project: 25-85721 -VALENTINO Calculations For: Critical Post,.Single 6"x'6".x 0.125"/0.125"606346 Aluminum Tube-Post Buckling Constants ..Compression In Columns & Beam Flanges (Intercept),:Bc,=. . . :27.64 ksi. Compression In Columns &Beam,Flanges(Slope), De= .0.14 ksi . Compression In Columns&Beam Flanges (Intersection),Cc=. 78.38 ksi. Compression:In Flat Plates (intercept), Bp= 31.39 ksi. Compression In Flat Plates (Slope), Dp 0.17 ksi Compression In Flat Plates (Intersection), Cp. 73.55 ksi Compressive Bending Stress In Solid Rectangular Bars (Intercept), Bbr.= 46.12 ksi. Compressive Bending Stress In Solid Rectangular Bars.(Slope), Dbr= 0.38.ks1: Shear Stress ln'FIat,Plates (Intercept)'.Bs. 18:98 ksi Shear'Stress In Flat Plates (Slope), Ds= 0:08.ksi: Shear Stress In.Flat Plates (intersection), Cs= 94.57 ksi Ultimate Strength.Coefficient Of Flat Plates In Compression, k1c= 0:35 Ultimate.Strength Coefficient Of Flat Plates In Compression, k2c= 2.27 _ = Ultimate Strength Coefficient Of.Flat Plates In Bending; k1b.= 0.50 Ultimate Strength Coefficient Of Flat Plates In Bending, k2b= 2.04 Tension Coefficient, kf= 1.0 Member.Strength Calculations D.2 Axial Tension Tensile Yielding-Unwelded Members Fty n._ .25.00 ksi Q= -1.65- Fty_n/Q = 15.1.5 ksi Tensile Rupture-Unwelded Members Ftu=n = 30.00 ksi 0 1.95 .:Ftu n/Ot= 15.38 ksi .. Axial:Compression:Members E.2 Compression Member Buckling Axial, Gross Section.Subject To Buckling Lower Slenderness Limit,:Al = 18.23 Upper:Slenderness Limit, k2=: : 7838 Slenderness,\(max)= 50.02 <A2:. . . {(Bc-Dc*a)(0.85+0.15*((Cc-a)/(Cc-Al))} Fc_n = 18.79 ksi 52= 1.65. Fc n/0 =. 1:1.39 ksi CALCULATIONS BY:ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy 47764, Boca Raton, FL 33431 page 32 of:46. EN GINEERING EXPRESS.COM ENGINEERING EXPRESS Work Prepared For: . COASTAL CONSTRUCTION AND BUILDING . Project: 25-85721 -VALENTINO Calculations For: Critical Post, Single 6"x 6"x 0.125"/0.125"6063-T6 Aluminum Tube-Post E.3 Local Buckling For Column Elements In Uniform Compression Subject To Local Bucklingjhe Uniform Compressive. Strength Is Addressed In Section B.5.4 Calculated Below: . B.5.4.2- Flat Elements Supported On Both Edges (Base) B.5.4.2- Flat Elements Supported On Both Edges (Web) E.4 Buckling Interaction Pet Table B.5.1 (rr2*E/(1.6*b/tb)2}. Fe(flange) = 18.40 ksi .: {0.85rr2E/a(max)2}^1/3 *{Fe^2/3} Fc n = '22:55 ksi Fe(flange)< Fc-6(E.2 Member Buckling) n_. 1.65 Fc_n/Q= 1167 ksi (rr2*E/(1,6*h/th)2) Fe(web).= 18.40 ksi (0.85rr2E/a(max)2)^1/3 *(Fe A213) Fc_n = '22:55 ksi Fe(web) <Fc. n (E.2 Member Buckling) D= 1.65 Fc n/0 = 13.67 ksi Flexural Members F.2 Yielding And Rupture Nominal Flexural Strength For Yielding And-Rupture Limit State of Yielding. . (Z*Fcy} Mnp= 161.82 k-in (Mnp2} Fb_n = 25.00 ksi Q= . 1.65 Fb nIQ = 15.15 ksi Limit State Of Rupture " (Z*Ftu/kt} Mnu = .194.18 k-in (Mnu/Z} . Fb_n = 30.00 ksi 0 = 1.95 Fb nlQ = 15.38 ksi F.4 Lateral-Torsional Buckling" Square Or Rectangular Tubes Subject To.Lateral-Torsional Buckling Slenderness For Shapes Symmetric About The Bending Axis,A F.4.2.1 = 13.29 Slenderness For Closed Shapes., A F.4.2.3= 13.15 Slenderness For Any Shape, A F.4.2.5= 13.29 Maximum Slenderness,Amax)= 1.3.29 <.Cc -Nominal Flexural Strength-Lateral-Torsional Buckling. •. . . {Mnp(1-(A/Cc))+(rr2*E*A*Sx/Cc"3)} Mnmb= 149.88 k-in (Mnmb/Sx} Fb"n = 26.60 ksi f2= 1.65 Fb n/Q = 15.15 ksi CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 33 of:46 EN GIN EERING EXPRESS.COM ENGINEERING EXPRESS ;Work Prepared For: . COASTAL.CONSTRUCTION AND BUILDING Project: 25-85721-VALENTINO Calculations For: Critical Post, Single 6""x 6"x .0.125"/0.125"6063-T6 Aluminum Tube-Post'- ,.- Uniform Compression Elements . B.5.4.2 Flat Elements Supported On Both Edges-Web&Flange Uniform Compression Strength;Flat Elements Supported On Both Edges Lower Slenderness Limit, \1 =. 22.8 Upper Slenderness Limit, 1\2= 39.2 Flange.Slenderness, b/tb= 46.0 >_A2 Web Slenderness,h/th= : 46.0 >A2 {k2c*�(Bp*E)/(1.6*b/tb)) Fc n1.= 1.7.37 ksi .0=. 1.65 Fc_n1/Q _ .10.52.ksi {k2c*4(Bp*E)/(1.6*h/th)) Fc n2.=. 17:37 ksi Fc n2/0 = 10.52 ksi Flexural Compression Elements :" B.5.5.1 Flat Elements Supported On Both Edges-Web Flexural Compression Strength, Flat Elements Supported On Both Edges Lower Slenderness Limit, Al = . 34.73 Upper Slenderness:Limit, A2 92:95 = Slenderness, h/th 46.00, h1:-A2 {Bbr-m*Dbr*hlth) . Fb_n.= 34.70 ksi •: O= 1.65 Fb n/0 21.03 ksi Shear G.2 Shear Supported On Both Edges-Web Members With Flat Elements Lower Slenderness Limit, Al = 38.73 ; Supported On Both:Edges Upper Slenderness Limit, X2= 75.65 Slenderness; = 4.6.00 : Al -A2 h/th {Bs-1.25Ds*h/th) Fv_n 14.25 ksi . O 1..65 Fv_n/0= 8.64,ksi: : . CALCULATED ALLOWABLE STRESSES Allowable.Bending Stress, Fb= 13.03 ksi Allowable Axial Stress;Compression,:Fao 10.52 ksi: Allowable Shear Stress;:Webs, Fv= 8.64 ksi . Allowable Axial Stress,_Tension,,Fat= 15.15.k§i Elastic Buckling Stress, Fe= 20.43 ksi . Weighted.Average Allowable Compressive Stress(Per Section E.3.1), Fao= 10.52 ksi CALCULATIONS'BY ENGINEERING EXPRESS POSTAL ADDRESS:2234 North-Federal Hwy #7764, Boca Raton, FL 33431 page 34 of 46. ENGINEERINGEXPRESS.COM . ........ ENGINEERING EXRRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Critical Post, Single 6"x 6"x 0.125"/0.125"6063-T6 Aluminum Tube-Post Member Loading &Capacity Calculation Post Dimensions And Geometry Post Height, h= 10.00 ft Post Width= 0.50 ft Post Location= Corner Post Trib Width in X-Axis ( I I Projection.),WTrib X= 11.25 ft Post Trib Length in Y-Axis(.L Projection), LTrib Y= .10.40 ft Total Tributary Roof Area,Aroof= 117.0 ft2 Fascia Height, hfac= 0.67 ft X Wall Porosity, %wanx = 100% X Wall Height, H,aiix= -1.33 ft . Lateral Face Effective Tributary Width (X Direction), Wwaux= 0.50 ft Y Wall Porosity, %wail Y = 100% Y Wall Height, Hv,aliY= -1.33 ft Lateral Face Effective Tributary Length (Y Direction), WwaiiY= 0.50 ft Lateral Support from Host Supported against Lateral Forces In Direction =_ TRUE Supported against Lateral Forces In Y Direction . FALSE Roof Acts As Shear Diaphragm = FALSE - Post Acting As (X Direction)= Pinned-Fixed Post Acting As (Y Direction)= Cantilevered Column Design Loading Design Gravity Loading (MWFRS), PGrav= 26.00 psf Design Uplift Loading (MWFRS), Puplift= -5.76 psf Lateral Loading (Frame), PLatFrame 18.56 psf Windward Lateral Loading On Walls,..PLatwaiis= 0.Q0.psf Leeward Suction Loading On Walls, Psuctionwaiis= 0.00 psf Combined Lateral + Suction Loading On Walls,.Pwalls= 0.00 psf Wind Force On Lateral Force System Per Post(X Direction)= 232 lb Wind Force On Lateral Force System Per Post(Y Direction).= 221 lb Local Seismic Loading (Acting on This Tributary Area) Local Tributary Weight,W = 585 Ibs Local Effective Seismic Design Force, Fp= 47.41 Ibs Redundancy Factor, p= 1.00 ASD Service Factor= 0.70 Max Seismic Shear,Vseis= 47 lb Max Seismic Moment, Mseis= 332 lb-ft CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North-Federal Hwy #7764, Boca Raton, FL 33431 page 35 of 46 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Critical Post, Single 6"x 6"x 0.125"/0.125"6063-T6 Aluminum Tube-Post . Axial Force Calculations Gravity Compression Loading On Tributary Area,:Fc= 3041 lb: Uplift Tension Loading On Tributary Area, FT -673 lb Max Compression Loading From Loaded Beams, Fc Beam = 3209 lb Max Tensile Loading From Loaded Beams, FT Beam = 0 lb Maximum Compressive Loading, Fxc= 3.21 Kip Maximum Tension Loading, Fx-r= -0.67 Kip Note:Negative Loading Values.lndicate Uplift Or Tension . Shear Force Calculations Lateral Shear At Base(X Direction),.Vx= 58 lb . Lateral Shear At Base (Y Direction),'VY= 221 lb Resultant Shear(Magnitude), V= 229 lb Maximum Design Shear,Vmax- 0.23 Kip Max Torsion due to 5% Eccentric Shear, Tn = 1.4 Kip-in Bending Moment Calculations Max Y-Moment(At The Base) (Bending Towards Host), My= 116 lb-ft Max X- Moment(At The Base) (Bending II To Host), Mx= 1751 lb-ft X.-Moment Reduction for Stiffness of Host Attached Members, Mx-Red 15% Reduced X- Bending Moment, Mx'"- .1488 lb-ft Post Connected To Beams With Moment Connection? FALSE Moment Transfer From Beam#1 = 0 Ib-ft Moment Transfer From Beam#2= 0 lb-ft Absolute Max Moment,.Mmax= 1.5 Kip-ft Deflection Calculations Deflection in X-Direction, Ax 0.01 in Deflection in Y- Direction,Ay= 0.42 in Max Deflection,Amax= 0.42 in Member Capacity Equations Bending Stress Bending Moment Developed In Member, Mz= 1.5 Kip-ft Bending Stress Developed In Member,fb= 3.17 ksi Allowable Bending Stress Of Member,Allowable Bending Stress, Fb= 13.03 ksi Bending Moment Capacity= 24d/o < 100% Axial Stress Compressive Stress Compression Load Developed In Member, Fc= 121. Kip = Compression Stress Developed In Member,fac= 1.09 ksi ,Allowable Axial Stress,Compression, Fac= 10.52 ksi. Compressive Stress Capacity= 10% < 100%. Tensile Stress Tension Load Developed In Member;FT= -0.67 Kip Tension Stress Developed In Member;fat 0.23 ksi Allowable Axial Stress,Tension, Fat= 15.15 ksi. Tensile Stress Capacity 2% < 100%. Shear Stress. Shear Load.Developed In Member,Vz= 0.23 Kip Shear Stress Developed In Member,fv= 0.16 ksi Allowable Shear Stress Of Member Webs, Fv= 8.64 ksi Shear Capacity= 2% < 100% Interaction Equations Reduced Bending And Shear Interaction 4{(fb/Fb)^2 + (fv/Fv)^21_ 24% < 100% ,CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy *7764, Boca Raton, FL 33431 page 36 of.46 ENGINEERINGEXPRESS.COm �-% ENGINEERING EXPRESSO . Work Prepared For: . COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Critical Post, Single 6"x 6"x 0.125"/0.125"6063-T6 Aluminum Tube-Post . Axial And Bending Interaction. fa/Fa+fb/Fb 35% < 100% Axial With Reduced Bending And Shear Interaction fa/Fa+ (fb/Fb)"2+,(fv/Fv.)42,= 16% < 100%. Capacity'Less than 100%-OK, Member Is Sufficient For Applied Loading Deflection Check Deflection Limit= H/60 Allowable Deflection,AAllow= 2.00 inr Maximum Deflection,AMax= 0.42 in Deflection Capacity= -21% < 100% OK,Allowable Deflection Sufficient . CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North.Federal Hwy #7764, Boca Raton, FL 33431 ?age 37 of:46 ENGINEERINGEXPRESS.COM JENGINEERING- EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Loaded Beam To Perimeter Beam Screw Connection Design Of Steel Spaced Thread Tapping Screw to Aluminum Connections t=2020 Aluminum Design Manual ; "=AMMA TIR-A9-2014 Anchor To Be Analyzed: 1/4-14 SMS, 316 SS, Steel Screws Nominal Anchor Size Designation, Size= 1/4-14 SMS Screw Material, (Alloy)= 316 SS. Anchor Ultimate Tensile Strength, Ftu= 100 ksi Anchor Yield Strength, Fy= 65 ksi Nominal Screw Diameter, D 0.250" Basic Minor Diameter, Dmin = 0.185" Tensile Stress Area,As = 0.027 in' Thread Root Area,Ar= 0.027 in' #Thread Per Inch, n = 1.4 El Consider washer? Washer Diameter, Dw= 0.625" Anchor Head Diameter, Dws= 0.5001, Nominal Hole Diameter, Dh = 0.250" Is anchor placed in a screw boss/chase/slot? FALSE Countersunk? FALSE Countersink depth, CS Depth = 0.0001, Minimum Aluminum Edge Distance,de= 0.50" Member in Contact with Screw Head: Alloy&Temper 1 = 6063-T6 Thickness of Member 1,t1 = 0.125" Tensile.Ultimate Strength of Member 1, Ftu1 = 30 ksi Tensile Yield Strength of Member 1, Fty1 = 25 ksi Member not in Contact with Screw Head: Alloy&Temper 2= 6063-T6 Thickness of Member 2,t2= 0.250" Depth of Full Thread Engagement Into t2, Le= 0.250" Tensile Ultimate Strength of Member 2, Ftu2= 30 ksi Tensile Yield Strength of Member 2, Fty2= 25 ksi Screw Boss Wall Thickness, t3= 0.125" Min Depth of Full Thread Engagement Into Screw Boss, Let = 0.500" Angle Defining Limits of Screw Engagement, In Screw Chase, a= 84.54 Ratio of Screw Boss Engaged Thread Area To Total Area, Re= 0.338 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 38 of 46. ENGINEERING EXPRESS.COM ltENGINEERING o>�`11111 EXPRESSO Work Prepared.For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Loaded.Beam To Perimeter Beam Screw Connection Allowable Tension Calculation Coeff. Dependent On Screw Location, C=' 1.0 (t Sect. J.5.4.2) Coeff. Dependent On Member 2 Thickness, Ks = 1.2 (t Sect. J:5.4.1.1b) Nominal Pull-Out Strength Of Screw, Rn_t1 = 2887.5 lb (t Sect. J.5.4.1.1 b) Nominal Pull-Over Strength Of Screw, Rn_t2= 937.5 lb (t Sect. J.5.4.2) minal Pull-Out Strength From Screw Boss (if applicable), Rn_t3= N/A (t Sect. J.5.4.1.2) - Allowable Pull-Out Strength From Screw Boss, Rn_t4 = N/A ( Sect. 14.0)) Allowable Tensile Capacity Of Screw, Pnt= 896.0 lb (*Eqn. 10.4-10.7) Safety Factor For Connections; Building Type Structures, 0= 3.0 Safety Factor For Anchor, 0= 3.0 Allowable Tension = 313 lb Allowable Shear Calculation Bearing On Member 1, Rn_v1 = 1875.0 lb (t Sect. J.5.5.1) Bearing On Member 2 , Rn_v2= 3750.0 lb (t Sect. J.5.5.1) Screw Tilting, Rn_v3= 1875.0 lb (t Sect. J.5.5.2) Shear Capacity Of Screw Boss Wall, Rn.v4 = N/A Allowable Shear Capacity Of Screw, Pnv= 517.3 lb (* Eqn. 7.5) Safety Factor-For Connections; Building Type Structures, 0= 3.0 Safety Factor For Anchor, O = 3.0 Allowable_ Shear= 517 lb. Design Omissions:. Disregard The Limiting Allowable Capacities From Member 1 (Member In Contact With Screw Head) ❑ Disregard The Limiting Allowable Capacities From Member 2(Member In Not In Contact With Screw Head) ❑ Connection Total Strength &Capacity Calculations Anchor Qty at Connection, Qty= 8 Required Tensile Loading on Connection,Treq= 0 lb (Beam To Beam Connection Required Shear Loading on Connection,Vreq = 3143 lb Not Loaded in Tension) Interaction Exponent factor, n = 1.00 Tensile capacity of connection, Tcap= 2500 lb (Anchor Qty*Allowable Tension) Shear capacity of connection ,Vcap= 4138 lb (Anchor Qty*Allowable Shear): RZ +. RX = 76% Maximum Capacity= 100% TCAP VCap Capacity< 100% OK! -Connection Design Is Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS:2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 39 of.46 ENGINEERINGEXPRESS.COM ENGINEERING 0 EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Perimeter Beam To Post Screw Connection Design Of Steel Spaced Thread Tapping Screw to Aluminum Connections t=2020 Aluminum Design Manual ; "=AMMA TIR-A9-2014 Anchor To Be Analyzed: 114-14 SMS, 316 SS, Steel Screws Nominal Anchor Size Designation, Size=. 1/4-14 SMS Screw Material, (Alloy)= 316 SS Anchor Ultimate Tensile Strength, Ftu = 100 ksi Anchor Yield Strength, Fy= 65 ksi Nominal Screw Diameter, D= 0.250" Basic Minor Diameter, Dmin= 0.185" Tensile Stress Area,As= 0.027 in' Thread Root Area,:Ar= 0.027 in' #Thread Per Inch, n = 14 ❑Consider washer? Washer Diameter, Dw= 0.625" Anchor Head Diameter, Dws= 0.500 Nominal Hole Diameter, Dh-= 0.250" Is anchor placed in a screw boss/chase/slot? FALSE Countersunk? FALSE Countersink depth, CS Depth = 0.0001, Minimum Aluminum Edge Distance, de= 0.50" Member in Contact with Screw Head: Alloy&Temper 1 = 6063-T6 Thickness of Member 1,t1 = 0.250" Tensile.Ultimate Strength of Member 1, Ftu1 = 30 ksi Tensile Yield Strength of Member 1, Fty1 = 25 ksi Member not in Contact with Screw Head: Alloy&Temper 2= 6063-T6 Thickness of Member 2,t2= 0.125" Depth of Full Thread Engagement Into t2, Le= 0.125" Tensile Ultimate Strength of Member 2, Ftu2= 30 ksi Tensile Yield Strength of Member 2, Fty2= 25 ksi Screw Boss Wall Thickness,t3 = 0.125" Min Depth of Full Thread Engagement Into Screw Boss, Let = 0.500" Angle Defining Limits of Screw Engagement, In Screw Chase, a= 84.54 Ratio of Screw Boss Engaged Thread Area To Total Area, Re= 0.338 CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 40 of 46 ENGINEERINGEXPRESS.COM ', ENGINEERING � EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 2545721 -VALENTINO Calculations For: Perimeter Beam To Post Screw Connection Allowable Tension Calculation Coeff. Dependent On Screw Location, C= 1.0 (t Sect..J.5.4.2) Coeff. Dependent On Member 2 Thickness, Ks= 1.2 (t Sect. 15.4.1.1 b) Nominal Pull-Out Strength Of Screw, Rn_tl = 937.5 lb (t Sect. J.5.4.1.1 b) Nominal Pull-Over Strength Of Screw, Rn_t2= 1875.0 lb (t Sect. J.5.4.2) Nominal Pull-Out Strength From Screw Boss, Rn_t3 = N/A (t Sect. J.5.4.1:2) Allowable Pull-Out Strength From Screw Boss, Rn_t4 = N/A (*Sect. 14.0)) Allowable Tensile Capacity Of Screw, Pnt= 896.0 lb (* Eqn. 10.4-10.7) Safety Factor For Connections; Building Type Structures, 0= 3.0 Safety Factor For Anchor, 0= 3.0 Allowable Tension = 313 lb Allowable Shear Calculation Bearing On Member 1, Rn_v1 = 3750.0 lb (t Sect. J.5.5.1) Bearing On Member 2 , Rn_v2= 1875.0 lb (t Sect. "J.5.5.1) Screw Tilting, Rn_v3= 2784.2 lb (t Sect. J.5.5.2) Shear Capacity Of.Screw Boss Wall, Rn_v4 = N/A Allowable Shear Capacity Of Screw, Pnv= 517.3 lb (* Egn,7.5) Safety Factor For Connections; Building Type Structures, 0= 3.0 Safety Factor For Anchor, O= 3.0 Allowable Shear= 517 lb Design Omissions: Disregard The Limiting Allowable Capacities From Member 1 (Member In Contact With Screw Head) ❑ Disregard The Limiting Allowable Capacities From Member 2(Member In Not In Contact With Screw Head). ❑ Connection Total Strength &Capacity Calculations Beam To Post Clip Post Clip To Post Anchor Qty At Connection, Qty= 6 6 Required Tensile Loading On Connection,Treq = 673 Ib 0 lb Required Shear.Loading On Connection,Vreq = 229 lb 673 lb Interaction Exponent Factor, n = 1.00 1.00 Tensile Capacity Of Connection, Tcap= 1875 lb 1875 lb Shear Capacity Of Connection , Vcap= 3104 lb 3104 lb RZ + RX = 43% 22% TCAP VCap Capacity< 100%OK! -Connection Design Is Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 41 of:46 ENGINEERINGEXPRESS.COM �� ENGINEERING �',� EXPRESS Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Isolated Spread Footing Calculations Isolated Spread.Footing Design Isolated Footing Dimensions Isolated Footing Width X= 30 in Length Y= 30 in Depth D = 36 in Slab At Grade?Trib Width = 0 in Trib Length = 0 in Thickness = 0 in Footer Below Grade?Soil Depth = 0.0 in Soil Density= 120 pcf Soil Weight= 0 Ibs '. Required Reinforcement Concrete Volume= 18.75 ft3 (4)#4, Each Way,-Top & Bottom Include#4 Bar Through Post, Each Way Check Resistance Against Uplift: Concrete Unit Wt, yc= 150.pcf . Concrete Footing Weight= 2,813 Ibs Maximum Applied Uplift Load = 673 Ibs Uplift.Resistance Capcity= 24% Uplift Required FS= 100% Capacity< FS-OKI -Uplift Resistance Sufficient Check Resistance Against Sliding Coef. of Base Friction, µ= 0.35 Soil Friction Angle.= 30° Concrete Footing Weight= 2812.5 lb Static Friction Force = 984 Ibs Lateral Soil Resistance= 960 Ibs Maximum Applied Shear Load = 229 Ibs Sliding Resistance Capacity= 12% Sliding Required FS= 67% Capacity< FS-OKI _Sliding Resistance Sufficient Check Resistance Against Overturning: Overturning Moment(X)= 3016 lb-ft (From Applied Uplift, Shear, and Overturning Forces) Overturning Resistance(X)= 4476 Ib-ft (From Concrete Weight&Lateral Earth Pressure) Overturning Resistance Capacity(X)= 67% OT(X) Required FS = 100% Overturning Moment(Y)= 803 lb-ft (From Applied Uplift,.Shear, and Overturning.Forces) Overturning Resistance (Y)= 4476 lb-ft (From Concrete Weight&Lateral.Earth Pressure) Overturning Resistance Capacity(Y)= 18% OT(Y) Required FS = 100% Capacity< FS-OKI -Overturning Resistance Sufficient Check Soil Bearing Capacity: Min Soil Bearing Pressure = 1500 psf *To Be Verified By Others If Greater Than 1500 psf Frictional Resistance = 250 psf *To Be Verified By Others If Greater Than 250 psf Maximum Bearing Capacity of Footing= 2700 psf (Bearing Pressure+Frictional Resistance Side Surface Area) Maximum Applied Gravity Loading = 3,041 Ibs Footing Pressure at Heel, gHeei= 365 psf 9nee1 = Ptotat _ 6Mx _ 6My W•L W2 .L L2 • W FootingPressure at Toe, - 1508 psf Rtoe = Ptotal 6Mx 6My gToe- P W , L + Wz L +L2 . W . Bearing Pressure Capacity= 56% Bearing.Required FS 100% Capacity< FS-OKI -Soil Bearing Capacity Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal-Hwy#7764, Boca Raton; FL 33431 page 42 of 46. ENGINEERINGEXPRESS.COM ENGINEERING �0 EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Baseplate Capacity Calculations Design Check Of A Fully Supported 6063-T6, 10"x 10"x 0.1875" Baseplate For Bending And Punching Shear Member Properties Plate Length, 1 = 10.0 in aASEPJTE`ENGT" TENSION ANCHOR }-GROUP CENTROIO Plate Width, b= - 10.0 in I LEVER ARFIp X. Plate Thickness, tb= 0.188 in ANCHOR BAS�ETE TON DIc PARTA STANCE Moment of Inertia About Axis To Flange, Ix= 0.005 in44 I Section Modulus( )About X-Axis , Sc= 0.059 in �p 04ERTURFIING Baseplate Yield Stress; Fy= 15.0 ksi5 +C MOAIGNT 0 0 Applied Loading t ANCHORS IN MICRORS N Maximum Tension Applied To Baseplate, P= 673 Ibs iEN5 W1 COMPRESSION Maximum Moment Applied To Baseplate, MMAx= 1.49 k-ft Check Plate Thickness for Bendinq Tension/Compression At Either Side Of Plate(Located At Anchorline),T1 = 2.2 kip (= Mreq/Sep) Resultant Loading On Baseplate Considering Triangular Load Distribution,TLaad= 4.5 kip (= 1/2 x(Sep/2)x T1) Moment At Plate Section From Post Centerline To Anchor Centerline (L=0 in), Mplate= 2.3 kip-in (=2*W * L/'9*43) Determine The Value Of m Plate Cantilever Dimension, m = 2.15 in (=0.5 (tb-0.05 d)) Where The Depth of the Column Section, d = 6.00 in Determine Thickness Of Base Plate: h= 1 n'=d/4= 1.50in Max Plate Cantilever Dimension, c= MAX ( m, An' )= 2.15 in Required Plate Thickness, tp= 0.178 in (=2*c*QT1+ P/2)/A1* Fy)*0.5) Plate Thickness OK! -Bending Resistance Is Sufficient Check Plate Thickness for Shear Punchout Vertical Load On Plate Due To Moment At Either Side Of Post(Located At Weld Throat),Vmax= 3.31 Kip (= Mreq/b_post) Shear Stress Developed In Plate, fa= 1.8 ksi (=Vmax/(Plate Thickness*Width)) Allowable Shear Stress Of Plate,.Fac= 10.1 ksi (=0.6*FyA)_ Shear Punchout Capacity= 17% Plate Strength OK! -Shear Punchout Resistance Is Sufficient CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 Page 43 of 46 ENGINEERINGEXPRESS.COM 'XENGINEERING " EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Baseplate Anchorage To Concrete Foundation Anchored Connection Design for 10"x 10"x 0.1875" Baseplate With 4 Anchors, Equally Spaced Considering (4) 3/8"Dia, ITW Large Diameter Tapcon @ 3.5"Embed Post&Baseplate Connection Post= Single 6"x 6"x 0.125"/0.125"6063-T6 Aluminum'Tube Baseplate= 10"x 10"x 0.1875" Baseplate Connection = Post Mechanically Attached to Baseplate Anchor Layout= 4.-Anchor Baseplate Foundation Strength = 3000 psi Concrete Anchor Layout&Spacing Anchor To Plate Edge Distance, a= 1.0 in Spacing Between Anchors, s= 8.0 in ot. G Tension Anchor Group Centroid ,Xc= 9.00 in �} Anchor To Concrete Edge Distance= 11.00 in Anchor Properties Anchor Considered= 3/8"Dia,ITW Large Diameter Tapcon @ 3.5"Embed Anchor Diameter= 0.375 in Embedment For Maximum Capacity= 3.5 in Ultimate Tensile Strength Of Anchor= 6,624 lb Ultimate Shear Strength Of Anchor= 3,368 lb Concrete Safety Factor= 4 Anchor Strength Reduction Factors Edge Distance Tension Shear Edge Distance For Full Capacity= 4.00 in 5.00 in Minimum Edge Distance Allowed = 1.75 in 1.75 in Reduction At Min Edge Distance= 70%° 25% Edge Distance Considered = 11.00 in 11.00 in Edge Distance Reduction Factor= 100% 100% Anchor Spacing Spacing For Full Capacity= 6.00 in 6.00 in Minimum Spacing Allowed = 3.00 in 3.00 in Reduction At Min Spacing = 44% 57% Spacing Considered = -8.00 in 8.00 in Spacing Reduction Factor= 100% 100% Tension Shear Adjusted Anchor Design Strength= 1,656 lb 842 lb Total Anchor Group Design Strength= F 3,312 lb 3,368 lb CALCULATIONS BY ENGINEERING EXPRESS - POSTAL ADDRESS: 2234 North Federal Hwy 47764, Boca Raton, FL 33431 page 44 of 46 ENGINEERINGEXPRESS.COM ENGINEERING �' ♦ EXPRESS J Work Prepared For: COASTAL CONSTRUCTION AND BUILDING Project: 25-85721 -VALENTINO Calculations For: Baseplate Anchorage To Concrete Foundation Applied Loading &Design Calculations Per ACI 318-14 Ch 17.2.3.4.3 (d)For Tensile Loading And 17.2.3.5.3(c).For Shear Loading, Using Seismic Overstrength.Factor, 0,As Shown Below Seismic.Loading Overstrength Factor Considered? Seismic Design Category= A Moment Due to Seismic Shear= 0.332 kip-ft Moment Due To Wind Loading.= 1.488 kip-ft SDC=A&Seismic Moment Does Not Control Seismic Overstrength Factor, 0 = NSA Loading On Baseplate&Anchors Applied Tension, Tmax= 673 Ibs Applied Moment, Mmax= 1488.0 lb-ft Applied Tension Due to Moment= 1,984 Ibs =Applied Moment/Tension Anchors-Centroid Applied Shear,Vmax= 229 Ibs Tension Shear Total Applied Design.Loading = 2,657 Ibs r 229 Ibs Anchor Interaction Capacity-Per ACI 318-19 Ch R17.8 n = 1.67 n n C TAppltied 1 + VApplied l _ 70% 7'Stren.gthJ (VStren.qth) Anchor Group Strength OK! -Anchors As Detailed Sufficient For Use CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton, FL 33431 page 45 of.46 ENGINEERINGEXPRESS.COM ENGINEERING EXPRESSO Work Prepared For: COASTAL CONSTRUCTION AND BUILDING . Project: 25-85721 -VALENTINO Calculations For: Ledger Beam Connection to Host Connection Design of,0.375" Dia Wood Lag Screw (2 per 16 ImO.C:.Spacing) To Douglas Fir-Larch Host Structure Host Properties Host Material = Douglas Fir-Larch G Min = 0.49 Total Length of Connection to Host= 22.50 ft Tributary Width Acting on Connection = 10.40 ft Gravity Load 249.8lb/ft Applied Loading (Shear) Controlling Gravity Loading =. 26.0 psf Snow Surcharge Adjustment? = FALSE I - Additional Loading Due To Snow Drift= 0.0 psf Adjusted Gravity Loading = 26.0 psf Loading`Tributary Width = 270.3 lb/ft Loading On Attachment Length = 249.8 lb/ft Controlling Uplift Loading = 5.8 psf Lateral Loading on MWFRS = 18.6 psf Lateral Loading*Tributary Width = 12.4 Ib/ft Lateral Seismic Loading = 0 Ibs Lateral Seismic.Overstrength = 2.00 Load 12.4 lb/ft. Lateral Seismic Load = 0 Ibs (Tension) Seismic Load/Attachment Length = 0.0 lb/ft Anchorage Anchor Type = Wood Lag Screw Anchor Diameter= 0.375 in Anchor Group Spacing = 16.0 in #Anchors Per Spacing = 2 Anchor Embedment Into Host= 3.0 in Anchor Host Edge Distance = 0.75 in Load Duration Adjustment Factor= 1.15(Snow) Anchor Strength Anchor Shear Capacity Vcap= 185 Ibs Anchor Tensile Capacity Trap= 585 Ibs - Gravity Load Per Spacing, Per Anchor, V= 167 Ibs Rotated Shear Per Anchor= 48 Ibs Lateral Load Per Spacing, Per Anchor, T = 8 Ibs Rotated Tension Per Anchor= 15 Ibs Anchor Interaction Capacity= 91%. Anchor Strength OK! -Ledger host Attachment Is Sufficient: Host Structure Reactions Linear Shear Applied To Host= 249.8 lb/ft = -5620 Ibs Total Shear On Host Linear Tension.Applied To Host= 12.4 lb/ft 278 Ibs, Total Tension,On Host. - CALCULATIONS BY ENGINEERING EXPRESS POSTAL ADDRESS: 2234 North Federal Hwy #7764, Boca Raton; FL 33431' page 46 of 46 ENGINEERINGEXPRESS.COM - Double Beam . Double b 20-9 1 Frame Louvers . J=Box for all electric-electrician to J, bring into house to feed and switch WET RATED FAN SUPPPLIED AND INSTALLED BY OTHERS (+or-) INTERNAL WIRE TO JBOX Footing below grade past bluestone O OS on house near existing Outlet From Point Footing below grade past bluestone Double Beam 22'6" Double Beam Double beam \ 101 Black Frame Gray Louvers 7 20'9 1/2" Sconce on Post 10' Footing below grade past bluestone Sconce on Post 9'8 Footingbelow grade past bluestone. Double Beam e___r20' 2" am Black Frame Double beam Gray Louvers J-Box for all electric-electrician to conce on Post- Sconce on Post bring Into house to feed and switch Match Sconce height on house 9'8"(+or-) OS on house near existing Outlet r Footing below grade past bluestone Footing below grade past bl — E4APP OED AS NOTED DA Bp A# F E E NOTIFY BUILDING DEPARTMENT AT 6317WI802 OAM TO 4PIVI FOR THE FOLLOWING INSPECTIONS: RETAIN STORM WATER RUNOFF 1. FOUNDATION-TWO REQUIRED PURSUANT TO CHAPTER 236 FOR POURED CONCRETE 2. ROUGH-FRAMING&PLUMBING OF THE TOWN.CODE 3. INSULATION 4 FINAL-CONSTRUCTION MUST BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET THE REQUIREMENTS OFTHE CODES OF NEW YORK,STATE. NOT RESPONSIBLE FOR DESIGN OR CONSTRU=N ERRORS ELECTRICAL COMPLY WITH ALL CODES OF INSPECTION REQUIRED NEW YORK STATE&TOWN CODES AS REQUIRED AND CONDITIONS OF -.- -----SOUTHOLDTO IV -W- SOUTHOLD WN PLANNING BOARD SOUTHOLD TO I SO K/UTHOL, W,OM SOUTHO OWN TRUSTEES NYS So 0 PC SO OLD Hm All exterior lighting ,SC installed, replaced or repaired shall conform to Chapter 172 Of the Town Code . OCCUPANCY OR USE IS UNLAWFUL WITHOUT CERTIFICA! OF OCCUPANCY Z SAYED,PE by SITE SPECIFIC-HOST ATTACHED PERGOLA O 07561 CA#PSC 83007 I DRamez igitally signed E t Reason:Pnn Printed (SEE PLANTS FOR ENCLOSURE TYPE) �� ���o� I EOFNFWa copies of this 705 NAKOMIS RD SOUTHOLD NY 11971 I ,5 �q; document are not _ considered signed SCOPE OF WORK: _ FOR THE SUPPORT OF ANY ADDITIONAL LOADS AND FORCES SUITABLE PLASTIC TAPE APPLIED IN SUCH A MANNER AS TO _ INTERCHANGEABLE. ,V� Oda COPIES WITHOUT and sealed;the DESIGN & INSTALLATION OF A NEW PERGOLA AS DESIGNED. IMPOSED DURING MANUFACTURING, TRUCKING, ERECTING, PROVIDE ADEQUATE PROTECTION AT THE OVERLAPS. NON=STRUCTURAL ELEMENTS: �@ �h N�o Essa�e signature must be AND HANDLING. 8. ALUMINUM SHALL NOT BE EMBEDDED IN CONCRETE. TO 1. THE INSTALLATION OF ANY ACCESSORI T DO NOT O ORIGINAL PE SEAL NOT I verified on any HEREIN AT THE ADDRESS NOTED ABOVE_---- _ 4. SPECIAL INSPECTIONS THE DISCRETION OF THEAY BE REQUESTED AUTHORTTI HAVING JURISDICTION.DICTION. HAVE BEEN ADDED IF THUIRED AT WHICH CORROSIVE E ALUNENTS SUCH AS MINUM NUM WILL BE ELECTRICALLY =AREECT THE OUTSIDE'THE SCOPE OF THIS RITY CERs. TOI IC ON AND N F RU R�a���Ok VALID FOR PERMIT DatEelectr 2025.04onic 110 EXCLUSIONS: (4 --`I;�_ 4.1. IN AREAS OF SEISMIC DESIGN CATEGORY SDC D-F,AN CONNECTED TO STEEL. EMBEDDED ALUMINUM' ELEMENTS !'REQUIRED TO/BE CERTIFIED UNDER THIS STRUCT �� THE DESIGN OF THE EXISTING HOST STRUCTURE;MECHANICAL�' ( ) Q � O I 10:25:16 04'00' INSPECTOR SHALL EXAMINE THE DESIGNATED SEISMIC WILL BE COVERED WITH PLASTIC TAPE OR OTHERWISE DRAINING..THEY MAY BE INSTALLED WITHIN LIMITATIONS ELEMENTS,EGRESS,WATERPROOFING,-ELECTRICAL,WIRING,,,:;, IRING;,;' SYSTEM, MOUNTING, AND ANCHORAGE REQUIRING PROTECTED AS PER 2015 ADM M.7.3. STATED. HEREIN AND AS DESIRED PER MFR. 5.4. CONTINUITY AT COLUMNS SHALL BE PROVIDED BY niGi IF TAL LSEAL NOTICE: TISDIGI ALLY SIGNED,THIS FAN BEAMS,FANS,OR ANY ACCESSORY_ATTA'CHMENTS ARE,NOT, QUALIFICATION IN ACCORDANCE WITH SECTION 13.2.2 9. BOLT HOLES SHALL BE DRILLED THE SAME NOMINAL -" SPECIFICATIONS. DETAILS PROVIDED HEREIN ARE FOR CONTINUING HORIZONTAL,REBARS THROUGH COLUMNS ITEM HASBEEN DIGITALLY SIGNED BY THE INCLUDED WITH THIS DESIGN OR CERTIFICATION U.N.O , ABOVE-SIGNING ENGINEER ON THE DATE OF ASCE 7 PER IBC 1705.12.4, AS WELL AS INSPECT DIAMETER AS THE BOLT+1/16". REFERENCE ONLY., OR BY BENDING HORIZONTAL REINF. INTO COLUMNS A ADIACENT TO THE SEAL PRINTED COPIES OF THIS REINFORCEMENT AND VERIFY PLACEMENT PER IBC 10. ALUMINUM WELDING SHALL BE PERFORMED IN ACCORDANCE FOUNDATION;CONCRETE, AND DISTANCE OF 30". DOCUMENT ARE NOT CONSIDERED SIGNED AND MEMBERS/COMPONENTS TO-BE INSTALLED BY' OTHERS SEALED AND THE SIGNATURE MUST BE VERIFIED (NOT BY STRUXURE): 1908.4 WITH WELD FILLER ALLOYS MEETING ANSI/AWS -AS.10 5.5. PROVIDE �2" STANDARD ACI HOOK MINIMUM FOR ALL VI ANY ELECTRONIC COPIES. / REINFORCEMENT VISTECALC.IO/OSFORMOREMFORMA ON. 11 LOUVERED PERGOLA DESIGN&OPERATION: STANDARDS TO ACHIEVE ULTIMATE DESIGN STRENGTH IN DISCONTINUOUS TOP REINFORCING. PRINTEDDOCUMENTNo.CE: 1. CONCRETE FOOTING OR SLABS. i 1. DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART FOUNDATION&EARTHWORK 5.6. PROVIDE INTERIOR AND EXTERIOR HORIZONTAL LAPPED IF THIS DOCUMENT IS PRINTED&DOES NOT 2. KNEE WALLS OR.PARAPETS,->.-, q f _ ;;--� - -+ THE"U:S. WEATHER BUREAU AS A HIGH WIND OR SNOW I-A, TABLE 7.3.1. ALL ALUMINUM CONSTRUCTION-SHALL BE .I---SURROUNDING i-:SOIL,=TO, BE WELL COMPACTED BY CORNER BARS AT ALL CORNERS TO MATCH SIZE, TYPE SEAL,CONTAIN AN ENGINEER'S THISDOCUMENTISVVOIDINAL&NOTIVALIDFOR 3. STEEL MEMBERS^OR-ANY+WELD ED STEtLSLEEVES - ;� ° " -MECHANICAL• MEANS,-TO-90% OPTIMUM DENSITY, BE FREE USE.PHOTOCOPIES ARE NOT PERMC ED FOR USE. ;,�_, -_ t ;I ADVISORY FOR THE AREA,THIS SYSTEM MUST BE LOCKED IN IN CONFORMANCE WITH THE TOLERANCES,-'QUALITY, AND'. AND SPACING OF HORIZONTAL WALL REINFORCING IF 4. BASE PLATE EMBEDS -" ' OF_ MUCK AND,ORGANICS, AND ACHIEVE 1S00 PSF MIN VALID FORIPERMIT ONLY U.N.o. ;,THE OPEN POSITION, WITH THE LOUVER BLADES METHODS OF CONSTRUCTION AS SET FORTH IN- THE, APPLIED. S. WOOD BLOCKING OR ANY OTHER HOST ATTACHiMENTS__ VERTICAL, AND ANY FANS OR ACCESSORY COMPONENTS AMERICAN WELDING SOCIETY'S STRUCTURAL WELDING BEARING .PRESSURE AND LATERAL BEARING PRESSURE 5.7. PROVIDE 2- #5 X 48" DIAGONALLY AT CORNERS OF ALL d_ __... __ SUCH AS STEEL STUDS,.-WOOD'STUDS;'ETC',T,--. _ --I SHALL BE REMOVED. WINDSCREENS, IF SPECIFIED, SHALL CODE-ALUMINUM (D1.2). MINIMUM WELD IS-1'/8" THROAT BELOW NATURAL GRADE OF 150 PSF. OPENINGS WIDER THAN 15". EXTEND BOTTOM BARS 8" l0 BE RETRACTED PRIOR TO WIND SPEEDS OF 35 MPH. FULL PERIMETER FILLET WELD UNLESS OTHERWISE NOTED. 2• EXCAVATIONS NEAR ADJACENT FOOTINGS AND PAST OPENINGS GREATER THAN T-0"ON BOTH SIDES. DESIGN CRITERIA: 2. THIS STRUCTURE SHALL NOT BE WALKED UPON AND IS NOT 11. STAINLESS STEEL FASTENERS SHALL BE ASTM F593 316 SS FOUNDATIONS SHALL NOT REMOVE LATERAL SUPPORT 5.8. LAP SPLICES IN WELDED WIRE FABRIC ARE TO BE MADE _ O INTERNATIONAL BUILDING CODE(2018) DESIGNED FOR HUMAN ACTIVITY OR STORAGE. COLD WORKED CONDITION. PROVIDE(5) PITCHES MINIMUM WITHOUT FIRST UNDERPINNING OR PROTECTING THE THE SUCH THAT THE OVERLAP MEASURED BETWEEN �'�` r j U FOOTING OR FOUNDATION AGAINST SETTLEMENT OR OUTERMOST CROSS WIRES OF EACH FABRIC SHEET IS 3. THE STRUCTURE SHALL BE POSTED WITH A LEGIBLE PAST THE THREAD PLANE FOR ALL SCREW CONNECTIONS. LL d (n NEW YORK STATE BUILDING CODE(2020) U) ?j AND READILY VISIBLE DECAL OR PAINTED ALL FASTENER CONNECTIONS TO METAL SHALL PROVIDE LATERAL TRANSLATION. NOT LESS THEN THE CROSS WIRE SPACING PLUS 3" U) M In ASCE 7-16 LOAD COMBINATIONS INSTRUCTIONS TO THE OWNER OR TENANT STATING 2xDIAMETER EDGE DISTANCE AND 2.5xDIAMETER SPACING. 3. SOIL SHALL BE CLASSIFIED OR VERIFIED BY OTHERS PRIOR 6. SHOP DRAWINGS SHALL BE SUBMITTED FOR E.O.R. REVIEW W LL, = M w 1. DEAD LOADING THAT (1) THE SYSTEM IS NOT DESIGNED FOR HUMAN -12. SELF-DRILLING SCREWS SHALL BE TEK BRAND/ALL POINTS TO CONSTRUCTION AS SAND CLASS OR BETTER. SHOULD AND APPROVAL=BEFORE-INSTALLATION. W ED Q a 1.1. ROOF DEAD LOAD........................... 5 PSF ACTIVITY, (2) TO REPOSITION'THE-LOUVERS AND FASTENERS OF SIZE #14, STAINLESS STEEL 300 SERIES, OTHER CONDITIONS OR MATERIALS BE ENCOUNTERED THE _7;�ALL STRUCTURAL PRECAST:UNITS AND THEIR ATTACHMENTS Z W X WINDSCREENS DURING WIND OR SNOW ADVISORIES,- WITH;MINIMUM 1/2" THREAD ENGAGEMENT BEYOND THE ENGINEER OF RECORD MUST BE NOTIFIED. TO�THE-MAIN STRUCTURE' SHALL BE INSPECTED AFTER z W Z W 2. LIVE LOADING AND (3) THAT CARE SHALL BE TAKEN TO "O_I'i.THE',. CONNECTED PART,UNLESS OTHERWISE NOTED. 4. FILL TO BE PLACED OVER THE NATURAL GROUND; TO ERECTION; BUT,BEFORE'CONCEALMENT. SUCH INSPECTIONS '^ Q O 2.1. ROOF LIVE LOAD............................. 20 PSF BUILDUP OF SNOW, DEBRIS, CONSTRUCTION LOADS; 13. THE' CONTRACTOR IS RESPONSIBLE TO INSULATE ALL ACHIEVE THE FINISH PAD ELEVATION. BACKFILL MATERIAL SHALL BE'PERFORMED'BY AN ARCHITECT OR PROFESSIONAL u Q u- ~ H OR OTHER FORCES THAT MAY EFFECT-THE-INTEGRITY -MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT SHALL CONSIST OF CLEAN GRANULAR SOILS CONTAINING-'-__".ENGINEER REGISTEREDIIN THE PERMITTING STATE. ��/ F- _ 3. SNOW LOADING OF THIS DESIGN. THE CANOPY (OWNER SHALL BE ELECTROLYSIS. LESS THAN 5% ORGANIC WITH NO MORE THAN 30% ROCK; _, `=1=,} f',� X U) a LU W 3.1. GROUND SNOW LOAD...................... 25 PSF NOTIFIED OF THESE CONDITIONS BY THEI-PERMIT 14./ELECTRICAL GROUND,WHEN REQUIRED,TO BE DESIGNED& AND NO ROCK LARGER THAN 3 INCHES IN DIAMETER AND O U 3.2. SNOW EXPOSURE FACTOR................ 1.0 HOLDER AT THE TIME OF SALE. f PLACED IN LOOSE LIFTS NOT TO EXCEED 12 INCHES IN CERTIFICATION'& LIABILITY W a z INSTALLED BY OTHERS. O O f 1 THICKNESS. ALL FILL MATERIAL FOUND AT FOUNDATION `l:._USE OF THIS DOCUMENT CONSTITUTES ACCEPTANCE OF THE Z 3.3. SNOW LOAD IMPORTANCE FACTOR.... 1.0 4. SYSTEM SHALL BE EQUIPPED AND SOMFY CERTIFIED WIND' STRUCTURAL WOOD(AS APPLICABLE): m U 3.4. THERMAL FACTOR........................... 1.2 SENSOR WHICH WILL ROTATE THE LOUVERS-TO THE-,OPEN 1. ALL DIMENSION LUMBER SHALL BE STRUCTURAL GRADE #2 LEVEL AND BACKFILL SHALL BE COMPACTED TO 98%OF THE PROPOSED-SYSTEM LAYOUT, COMPONENTS SELECTED, AND Z 3.5. SNOW DRIFT.................................. PER CODE (VERTICAL) POSITION WHEN PEAK WIND GUSTS REACH-60 DOUGLAS FIR-LARCH OR BETTER MEETING APPLICABLE AND STANDARD PROCTOR DENSITY. INSTALLATION-THESE DRAWINGS ARE NOT INTENDED TO BE M LU MPH OR GREATER. IT IS RECOMMENDED THAT THE PERGOLA PRESSURE IMPREGNATED (PT) BY AN APPROVED PROCESS CONCRETE USED AS FABRICATION OR SHOP DRAWINGS. N 4. WIND LOADING INPUTS SYSTEM BE UNPLUGGED--ONCE THE=TWIND.; SENSOR_. (ACQ 0.4 PRESSURE TREATED) PRESERVATIVE IN 1. CONCRETE MIXTURES SHALL BE DESIGNED TO REACH A 2 1 DIMENSIONS ARE;SHOWWTO ILLUSTRATE DESIGN FORCES i ANDwOTHER DESIGN- ITL"A, THEY,MAY VARY SLIGHTLY, 4.1. METHODOLOGY............................... OPEN ACTIVATES THE OPEN POSITION. IT=-IS THE`6WNERS - S ACCORDANCE-WITH THE APPLICABLE PROVISIONS OF THE COMPRESSIVE STRENGTH OF 3,000 PSI IN 28 DAYS.- , _ ___ . _ . _ 2. ALL MIXING, TRANSPORTING, PLACING, & CURING=OF BUT,, .,SHALL.__REMAIN"_.-IN,;CONFORMANCE WITH THE STRUCTURE RESPONSIBILITY TO ENSURE THE COUVERS'ARE`PROPERLY BUILDING,CODE AND AMERICAN WOOD PRESERVERS ASSN C� -` CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318. s' ,rLIMITATIONS'OF THIS PLAN.THE CONTRACTOR IS TO VERIFY z 4.2. RISK CATEGORY.............................. II ROTATED IN THE EVENT OF POWER gL""OSS-OR;�jSENSOR .:__�,(AWPA) "BOOK OF STANDARDS" OR 0.42 SPECIFIC GRAVITY 3 NO ADMIXTURES ARE TO BE USED WITHOUT THE WRITTEN " °ALL "FIELD-DIMENSIONS PRIOR TO INSTALLATION, AND "-' 4.3. ULTIMATE WIND SPEED.................... 130 MPH MALFUNCTION PRIOR TO A DESIGN EVENT. ENSURE SYSTEM MIN. 0 (ASO=SQRT(0.6)*Vult) IS CLEAR OF EXCESSIVE DEBRIS &LOADING AT ALL TIMES. 2. ALL METAL CONNECTORS IN CONTACT WITH WOOD USED IN APPROVAL OF THE ABOVE-SIGNED ENGINEER. VERIFY THAT PROPOSED DIMENSIONS AND FIELD H 4.4. WIND EXPOSURE FACTOR................. B PERGOLA OWNER SHALL BE NOTIFIED IN WRITING OF THESE LOCATIONS EXPOSED TO WEATHER SHALL BE GALVANIZED. 4. CONCRETE SHALL BE TYPE 1 PORTLAND CEMENT MEETING CONDITIONS AGREE WITH THIS PROPOSED PLAN. 4.5. DIRECTIONALITY/OTHER FACTORS..... Kd=0.85, CONDITIONS & BY USE OF A PERMANENT LABEL NEAR THE 3. NAILS SHALL PENETRATE THE SECOND MEMBER A DISTANCE THE REQUIREMENTS OF ASTM C150, AGGREGATES TO MEET 3. ENGINEERING EXPRESS HAS NOT VISITED THIS JOBSITE. m Z) In ASTM C33.POTABLE WATER SHALL BE USED. INFORMATION CONTAINED HEREIN IS BASED ON 0 p G=0.85,KZ=0.85,Kzt=1.0 OPERATING MECHANISM. EQUAL TO THE THICKNESS OF THE MEMBER BEING NAILED Z 1- 1 rn Q� � 4.6. MEAN ROOF HEIGHT......................... 10 FT MAX 5. NO CERTIFICATION IS OFFERED FOR WATERPROOFING, THERETO.THERE SHALL BE NOT LESS THAN 2 NAILS IN ANY 5, SLUMP SHALL BE A MINIMUM OF 3" AND MAXIMUM OF 5' CONTRACTOR SUPPLIED DATA AND MEASUREMENTS.- ¢ w 4.7. SYSTEM MOUNTING HEIGHT.............. OFT O.IN+/- SIZING, OR OPERATION OF GUTTERS. ALL GUTTERS SHALL CONNECTION. CONCRETE DURING AND IMMEDIATELY AFTER DEPOSITING ENGINEERING EXPRESS SHALL NOT BE HELD RESPONSIBLE Z � Z IYMj O (AT GF' D-E)= __ BE KEPT CLEAN OF DEBRIS AND PERIODICALLY CHECKED. 4. MEMBERS SHALL BE FREE OF CRACKS AND D KNOTS. SHALL''�-BY---THOROUGHLY COMPACTED BY MEANS OF OR LIABLE IN ANY WAY FOR ERRONEOUS OR INACCURATE O H I-. � z 6. SYSTEM NOT DESIGNED FOR WATERSHED OF RAINFALL MOISTURE CONTENT SHALL BE 19%OR LESS. MECHANICAL VIBRATION. DATA OR MEASUREMENTS. WORK SHALL BE FIELD VERIFIED 1=- 00 z O 5. SEISMIC LOADS(DOES NOT GOVERN) ;.____ REINFORCING STEEL PRIOR TO CONSTRUCTION. THIS ENGINEERING SHALL BE U rH Lu Y 5.1. RISK CATEGORY...-...:...! :.:-. ... II=; FROM ADJACENT ROQFS,. UNLESS :SPECIFICALLY SHOWWN.. 5 WOOD THAT IS IN CONTACT WITH CONCR.E.MOR MASONRY •,h _„'+•-t M --L `1- 1.I'ALL `REINFORCEMENT' SHALL BE" DEFORMED' BART OF" NOTIFIED- ANEY"GIVEN' AN OPPORTUNITY rO"REEVALUATE °�- 5.2. SITE CLASS.............:....i.................. -a D-DEFAULT .` HEREIN, TYP. ENGINEERING EXPRESS EX" SHALL AND AT OTHER LOCATIONS AS SHOWN ON STRUCTURAL _ io Q z ` / RE-EVALUATE THE SYSTEM IF INSTALLATION CONDITIONS DRAWINGS,SHALL BE PROTECTED WITH 30# FELT(UNLESS INTERMEDIATE GRADE NEW BILLET STEEL CONFORMING TO OUR WORK UPON DISCOVERY OF ANY INACCURATE Ln � z In > In = 5.3. SS..........................:....:'.-............... 0.19 �; CURRENT-`REQUIREMENTS OF ASTM A615, GRADE 60 INFORMATION PRIOR TO MODIFICATION OF EXISTING FIELD Z ILL ~ 1 0.044 �` ALLOW FOR RUNOFF FROM ADJACENT ROOF AS IT MAY NOT NOTED OTHERWISE) OR PRESSURE TREATED---IN,-- I ^ 0 5.4. Sl.......................... .....:........ ...... � (U.O.N.); FREE FROM OIL, LOOSE SCALE AND LOOSE RUST CONDITIONS AND FABRICATION AND INSTALLATION OF O O p O 5.5. SEISMIC DESIGN CATEGORY(SDC)..:: A BE CLEAR DURING THE DESIGN PHASE. ACCORDANCE WITH AITC-109. MEMBER SIZE SHOWM ARE!-' (, V) Z ': AND BENT,,LAPPED, PLACED, SUPPORTED AND FASTENED MATERIALS. J Ln 5.7. LONG TRANSITION PERIOD(TL)......... 6 `STRUCTURAL MATERIALS AND NOMINAL UNLESS NOTED OTHERWISE. " r ACCORDING TO THE"ACI DETAILING MANUAL" (SP-66)AND 4. USE OF THIS SIGNED & SEALED DOCUMENT CONSTITUTES ¢ n J 5.7. LATERAL RESISTING SYSTEM- OTHER MATERIALS(AS APPLICABLE) 5.7.1. CANTILEVER COLUMN`(G.1_SPEC-.)._ / CONNECTIONS 1. ANY SPECIFIED LIGHT GAUGE STEEL MEMBERS SHALL- THE'ACI 318. ACCEPTANCE OF THE PROPOSED SYSTEM LAYOUT, C~!) rH _ STRUCTURAL ALUMINUM&ALUMINUM WELDING: CONFORM TO ASTM A36 AND CURRENT EDITION OF AISC. ._2•� ALL WELDING WIRE FABRIC IS TO CONFORM TO ASTM A185 COMPONENTS SELECTED, AND INSTALLATION ' 1. ALL COMPONENTS SHALL BE STRUCTURAL ALUMINUM -'MINIMUM YIELD STRENGTH OF 85 KSI. REQUIREMENTS. 00 6. A.S.D.COMBINED LOADING WITH MINIMUM Fy=36KSI 6.1. GRAVITY(+), :..:..:......:.:::..c..:...... r=26.00 PSF- (U.N.O,) AND SHALL BE FABRICATED AND ERECTED 2. GLASS PANELS (IF SHOWN) SHALL BE,MIN; 3/8"- FULLY 3, C_LEAR.COVER,FOR REINFORCEMENT SHALL BE AS FOLLOWS 5. THIS DOCUMENT SHALL NOT BE USED OR REPRODUCED jM116.00 PSF a ACCORDING TO THE GOVERNING BUILDING CODE AND TEMPERED GLASS & MUST COMPLY WITH ANSI Z9Z.1' %. UNLESS,OTHERWISE NOTED: WITHOUT THE ORIGINAL SIGNATURE & RAISED SEAL OF 6.2. UPLIFT(-)...:- a ! THE CERTIFYING P.E. ALTERATIONS, ADDITIONS OR OTHER F N 6.3. LATERAL.......................................... _18.53 PSF_ - _ MATERIAL STANDARDS REFERENCED ON THIS SHEET. CATEGORY II CPSC 16 CFR 1201 AS CERTIFIED BY GLASS FOOTINGS EXPOSED TO EARTH: 3" o , 2.'ALL STRUCTURAL ALUMINUM SHALL BE MIN 1/8" THICK ;- - UNFORMED FACES EXPOSED TO EARTH: T' MARKINGS TO THIS DOCUMENT ARE NOT PERMITTED AND Q o o w _, !> MANUFACTURER a '• - ;;,C._. n U.N.O.AND BE OF THE FOLLOWING ALLOY AND TEMPER: S _ F,O_R'MED_FACES IN CONTACT WITH EARTH: 2" INVALIDATE OUR CERTIFICATION. PHOTOCOPIES AND ANCHORS&FASTENERS UNSEALED DOCUMENTS ARE NOT TO BE ACCEPTED. cD z GENERAL NOTES -_ _, 2.1. BEAMS,PURLINS,COLUMNS..... 6063-T6 - SLABS NOT IN CONTACT WITH EARTH: 3/4" 1. ALL FASTENERS TO BE #14 OR GREATER ASTM F593 COLD 1. THIS STRUCTURE HAS BEEN DESIGNED AND SHALL BE 2.2. ALL OTHER EXTRUSIONS.......... 6063-T6 WORKED 316 STAINLESS STEEL, UNLESS NOTED SLABS EXPOSED TO WEATHER: 2" 6. ENGINEER SEAL AFFIXED HERETO VALIDATES STRUCTURAL y w ¢ o FABRICATED IN ACCORDANCE WITH THE STRUCTURAL 2.3. FASTENERS............................ SS 316 OTHERWISE. FASTENERS SHALL BE CADMIUM-PLATED OR BEAMS AND COLUMNS: 1-1/2" DESIGN AS SHOWN ONLY. USE OF THIS SPECIFICATION BY V z o w o 7" PROVISIONS OF THE ABOVE REFERENCED BUILDING CODE. 3. STRUCTURAL ALUMINUM SHALL BE FRAMED PLUMB AND 4. ALL STEEL SHALL BE SECURELY HELD IN PLACE DURING CONTRACTOR,et.al.INDEMNIFIES&SAVES HARMLESS THIS z o i N LL OTHERWISE CORROSION-RESISTANT MATERIAL AND SHALL Z w w x- STRUCTURE SHALL BE FABRICATED IN ACCORDANCE WITH TRUE AND ADEQUATELY BRACED DURING CONSTRUCTION. COMPLY WITH "SPECIFICATIONS FOR ALUMINUM POURING OF CONCRETE. IF REQUIRED, ADDITIONAL BARS ENGINEER FOR ALL COST & DAMAGES INCLUDING LEGAL � o CD o w ALL GOVERNING CODES. CONTRACTOR SHALL INVESTIGATE 4. ALL BEAMS SHALL HAVE A MINIMUM 1 1/2" DEPTH_ FULL SHALL BE PROVIDED BY THE GENERAL CONTRACTOR TO FEES & APPELLATE FEES RESULTING FROM MATERIAL G F >o o w o _ STRUCTURES"BY THE ALUMINUM ASSOCIATION,INC.,&ANY ,w w'o AND CONFORM TO ALL LOCAL BUILDING CODE AMENDMENTS BEARING SUPPORT UNLESS NOTED OTHERWISE. '=' - APPLICABLE FEDERAL,STATE,AND/OR LOCAL CODES. FURNISH SUPPORT FOR ALL BARS. FABRICATION,, ERECTION, & CONSTRUCTION w.1 PRACTICES BEYOND=T.HAT_WHICH IS CALLED FOR BY LOCAL, a WHICH MAY APPLY AND GOVERN. DESIGN CRITERIA OR 5. WHERE ALUMINUM IS IN CONTACT-WITH OTHER METALS , 5. WHEN REINFORCING STEEL IS NOTED AS CONTINUOUS_ o 2. ALL METAL CONNECTORS USED IN LOCATIONS EXPOSED TO D �w I o SPANS BEYOND STATED HEREIN MAY REQUIRE ADDITIONAL EXCEPT 300 SERIES STAINLESS STEEL, ZINCz-OR"CADMIUM REINFORCING IN SLABS, WALLS, AND/OR BEAMS, SPLICE STATE,_& FEDERAL CODES;& FROM DEVIATIONS OF THIS w a LL Q WEATHER SHALL BE HOT-DIP GALVANIZED. F�o w a SITE SPECIFIC SEALED ENGINEERING. AND THE PAYING SURFACES ARE EXPOSED_TO. MOISTURE;- CONTINUOUS REINFORCING STEEL ONLY WHEN PLAN.-, > 3. ALL FASTENERS SHALL BE SPACED WITH 2x DIAMETER END _ z 2. THE EXISTING HOST STRUCTURE MUST BE CAPABLE OF THE OTHER METALS SHALL BE PAINTED OR COATED iWTTH UNAVOIDABLE DUE TO STOCK LENGTHS. 7. ALTERATIONS, I-ADDITIONS, HIGHLIGHTING, OR OTHER w z o DISTANCE AND 2.5xDIAMETER MIN. SPACING TO ADJACENT SUPPORTING THE LOADED SYSTEM AS VERIFIED BY THE ZINC,CADMIUM,OR ALUMINUM. 5.1. LAP CONTINUOUS REINFORCING A MINIMUM OF 48'BAR_ MARKINGS TO.THIS.DOCUMENT ARE ONLY PERMITTED TO U) ?zoo a FASTENERS, UNLESS NOTED OTHERWISE. PROVIDE (5) SHOW - SITE-SPECIFIC CONDITIONS, HOWEVER ANY Y W J o ENGINEER & OR ARCHITECT OF RECORD, et.al. THE HOST 6. UNCOATED ALUMINUM SHALL NOT BE EXPOSED TO PITCHES MINIMUM PAST THE THREAD PLANE FOR ALL DIAMETERS IN BEAMS &COLUMNS, 36 BAR DIAMETERS _ � o s w o G STRUCTURE WHICH IS DESIGNED, CERTIFIED, AND MOISTURE OR RUNOFF THAT HAS COME IN CONTACT WITH IN SLABS. ' CHANGES, ALTERATIONS OR ADDITIONS MADE TO THE ¢ o N K g FASTENERS. i INSPECTED BY OTHERS MUST PROVIDE SUFFICIENT, OTHER UNCOATED METALS EXCEPT 300 SERIES STAINLESS 4y, ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH 5.2. STAGGER ALL SPLICES A MINIMUM OF FOUR FEET. CONTENT OF THIS DOCUMENT WILL INVALIDATE THIS u, t: CAPACITY FOR THIS SPECIFIED DECK SYSTEM. NO STEEL, ZINC, OR CADMIUM. ALUMINUM--SURFACES TO BE MANUFACTURERS' RECOMMENDATIONS. MINIMUM ADJACENT BAR WITH SPLICES ARE NOT ACCEPTABLE: _ CERTIFICATION. r WARRANTY OR GUARANTEE TO THESE CONDITIONS, EITHER PLACED IN CONTACT WITH MASONRY;-CONCRETE,_WOOD,` r EMBEDMENT SHALL BE AS NOTED HEREIN. MINIMUM 5.3. LOCATE TOP BAR FOR SPLICES WITHIN MIDDLE HALF GO- B. EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL COPYRIGHT ENGINEERING EXPRESS® EXPRESSED OR IMPLIED, IS OFFERED WITH THIS FIBERBOARD, OR OTHER POROUS MATERIAL THAT,AB_SORBS EMBEDMENT AND EDGE DISTANCE ARE DEPTHS INTO SOLID THE SPAN AND LOCATE BOTTOM BAR SPLICES AT CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED CERTIFICATION. WATER SHALL BE PAINTED. SUBSTRATE AND DO NOT INCLUDE THICKNESS OF STUCCO, SUPPORTS, OR BETWEEN SUPPORTS AND 1/3 SPAN 25-85721 3. THE CONTRACTOR SHALL CAREFULLY CONSIDER POSSIBLE 7. FOR ALUMINUM IN CONTACT WITH CONCRETE:,ACCETABLE '-FOAM;''BRICK;AND OTHER WALL FINISHES. ALL CONCRETE POINT UNLESS NOTED OTHERWISE ON PLANS--DETAILS- 'I _ . -'-, IMPOSING LOADS ON ROOF, INCLUDING BUT NOT LIMITED PAINTS: PRIMING PAINT "(ONE 'COAT),;;S I GH AS ZINE `_ gNCHORS:.' SHALL BE INSTALLED TO NON-CRACKED OR SCHEDULES. _ { `'. _ I 1p ( �, SCALE:NTS UNLESS NOTED TO ANY CONCENTRATED LOADS WHICH MAY JUSTIFY MOLYBDATE PRIMER IN ACCORDANCE WITH FEDERAL _CONCRETE ONLY. of GREATER DESIGN CRITERIA. ALL STRUCTURAL MEMBERS AS SPECIFICATION TT-P-6458 GOOD QUALITY, NO_ LEAD -.i ` VISIT. ECALC:10/STRUXURE c� (" S -`ANCHOR''QUANTITIES INDICATED IN DETAILS ARE FOR - ■ ■ CS� SHOWN HAVE BEEN DESIGNED TO CARRY IN PLACE DESIGN CONTENT). ALT: HEAVY COATI kG -OF'ALKALI RESISTANT-' CALL'IH11 FOR ENGINEER CERTIFIED ORIGINALS GRAPHICAL PURPOSES ONLY. DO NOT SCALE DIAMETER, � LOADS ONLY; THE CONTRACTOR SHALL BE RESPONSIBLE BITUMINOUS PAINT. ALT: WRAP ALUMINUM WITH A LENGTH, OR PENETRATION(S). HEAD STYLE(S) ARE FREELY BEFORE • &MORE INFORMATION ABOUT THIS DOCUMENT YOU DIG OR SCAN THE OR CODE TO THE RIGHT> OR VISIT VISIT ENGINEERINGEXPRESS.COM/STORE ■ VJM(:AI I R71(,.nm FOR ADDITIONAL PLANS.REPORTS&RESOURCES ~ SHEET INDEX S T RUXURE- 154 ETHAN ALLEN DR. GENERAL NOTES S-1 DAHLONEGA. GA 30533 (800) 303-5248 COVER PAGE A100 - a PERSPECTIVE VIEW A101 * a33 0 TOP VIEW A102 �°�° 9 PRESENTED BYco POST LAYOUT VIEW A103 z 00 CD TITAN SHUTTERS in BEAM LAYOUT VIEW A104 ��6 Quo GUTTER LAYOUT VIEW A105 �s i� Li s Ln ELECTRICAL PLAN A106ID Lu w PROJECT SECTION 1-1 A200 z olaw ¢® Z o -RZgot Z SECTION A-A A201 wwco n MN �Q�zw VALENTINO DETAILS A300 WW a J M-X 1"o ° " �LL.w "�w� w W W Jzz�� v¢i DETAILS A301 U' a -,o o ADDRESS DETAILS A302 W 111 0= W �~ a U z wH2' � .� f�> DETAILS A303 r^ z m z oo v W ozj_ 705 N A K O M I S R D DETAILS A304 SOUTHOLD, NY 11971 DETAILS A305 DETAILS A306 DETAILS A307 CONTRACT NO. DETAILS A308 0 N/A MOTOR SPECIFICATION A400 z L REVISIONS A500 Z 0 W z 0 TM J � � QoR U m Yk U R cm NOTES - FRAME: BLACK LOUVERS: GREY STRUXURE INC. SYSTEM: 8" BEAMS & 5.5" GUTTERS DESCRIPTION 154 ETHAN ALLEN DRIVE ELEVATION: GRADE (1)THE ROOF SYSTEM IS NOT DESIGNED FOR HUMAN D A H L O N E G A, GA 30533 DATE ACTIVITY (2) THIS SUN CONTROL STRUCTURE SHALL HAVE LOUVERED 0 4/0 3/2 5 BLADES LOCKED IN THE VERTICAL POSITION DURING A HURRICANE WARNING OR ALERT AS DESIGNATED BY THE DRAWN BY NATIONAL WEATHER SERVICE OR WHEN WIND SPEEDS ARE PREDICTED TO BE 75 MPH. (3) REPOSTION THE LOUVERS AND WINDSCREENS DURING WIND OR SNOW ADVISORIES. n (4) AVOID BUILDUP OF SNOW,DEBRIS,CONSTRUCTION LOADS, p ALE OR OTHER FORCES THAT MAY AFFECT THE INTEGRITY OF RECOMMENDED LABEL: (ONLY 1 THIS DESIGN.GUTTERS SHALL BE CLEAN OF DEBRIS AND I DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE PERIODICALLY RECOMMENDATION BY ENGINEERING U.S. WEATHER BUREAU AS A HIGH WIND OR SNOW ADVISORY SHEET NO. THE(5) THIS SYSTEM IS EQUIPPED WITH SOMFY SENSOR TO ROTATE GUSTSLOUVERSATERTHEN 0MPH.ITISVERTICAL ITION)ATR'S EXPRESS. STRUXURE SHALL PROVIDE A LABEL V FOR THE AREA, THIS SYSTEM MUST BE LOCKED IN THE OPEN GUSTS GREATER THAN 60 MPH.IT IS THE OWNER'S RESPERLYR ROTATED ENSURE ENTLOUVERS FPOWE L SIMILAR TO THE BELOW). LABEL SHALL BE POSITION, WITH THE LOUVER BLADES VERTICAL THE 100 PROPERLY ROTATED IN THE EVENT OF POWER LOSS OR SENSOR MALFUNCTION PRIOR TOA HIGH WIND/SNOW POSTED AT A VISIBLE LOCATION SUCH AS A )etk STRUCTURE SHALL ALSO NOT BE WALKED UPON AND IS NOT EVENT.ENSURE SYSTEM IS CLEAR OF EXCESSIVE DEBRIS&LOADING AT ALL TIMES. POST AT A HEIGHT OF 40 TO 60" FROM THE FLL. DESIGNED FOR HUMAN ACTIVITY OR STORAGE. AL UM/NUM TYPE. s T RuyuRETM LOUVERS 6063-T5 154 ETHAN ALLEN DR. -ALL OTHER COMPONENTS 6063- DAHLONEGA, GA 30533 (800) 303-5248 w� W he�O ZO n 0 0 LL � co p ��L 0 a s s * LI 0 Z two o W. w Y m O Z goo z VJ }M ao�of _ W W U:.A&i d�ozw w zW of a J a NmGuo w d'IL �W W zz� Ln Z>CJ O O z "�8 � QLL.F- o 'o N F ' ��ww~ W I1, 2�W '_^w 6 E W W O Q W zNw�z '��apUz fo>o< z O C7 Uumz¢ m Z �. M W oo�w�w N a o � 0- Z V J Z 0 Jz0 Q u/ O > r,- 0 VJ DESCRIPTION PERSPECTIVE VIEW LEGEND DATE 04/03/25 DRAWN BY 18:S SCALE N.T.S. SHEET NO. A 101 AL UM/NUM TYPE- STRUXURE- LOUVERS 6063-T5 154 ETHAN ALLEN DR. -ALL OTHER COMPONENTS 6063-T6 DAHLONEGA. GA 30533 (800) 303-5248 o� ZC * aa� N$ 00- A-A w y�° p o 0 0 A201 Z `" a co M It: u * Ll 5 � r, n 0 Z t0 0 w ® # O Zoo z IL U r^ � m u� WU) (n 2'MUI wa�za r�nn nuj Q QLL a zGSNo w — -- - - - - - -- I I - - - - - U� a X �°°r°w° W W zz�-. N `' Q ZO U RE z.6-w E ��[ QLWL I—Z Ooo�o N Will N=�W M-8 g dQZ w fz'- /�i /� OU.. o o� I � Z O(D u�mza coW ozo o I ......... RED DASHED LINE INDICATES` rq HOST ATTACHMENT, BLACK FRAM OSEE PAGE A307 GRAY LOUVER j I � Oo 2° z _7 IWHM�— (� 249y2° z a ! L J -Q 0 _jz Quo 1-1 118° 1-1 U7 A2oo I I A2oo DESCRIPTION TOP VIEW - - - - - - - - I _ - - - - - � DATE 2" 04/03/25 270" DRAWN BY 18:S SCALE A B P 1/4" T-0- I SHEET NO. A-A V TOP VIEW A201 o A 102 SCALE: 1/4" = 1'-0" T AL UMINUM TYPE. LOUVERS 6063-T5 S i R U '�U R�'" 154 ETHAN ALLEN DR. .ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 s� �c ma's O � W y��o Q o 0 � N co LL °y o u / S n 0 rn w .i z to o w � wzn� } �� �'M a ,u W(Q w ru w��za d WW QMa - - / z LL a w>�w 2 r^ Ln z'\ N I1i 2<W NwWz~O F WW O QW z =z LLoUz fow m � o� / Z o� x t � M W NWLL ry ra s O O- f/ --u - - - - - ----- - - - - - - - - - - - Cf) 1 1 z �44�2" 241 2" ! ® ® o ® 241 2" 244�2" ` 7 7 7z � o � z0 QC � > 0 DESCRIPTION POST LAYOUT . VIEW DATE COLUMN 6"x 6"x 1/8" 254" COLUMN 6"x 6"x 1/8" 04/0 3/25 DRAWN BY 26o" I&S SCALE I1/4 B 1/4"' = T-0"" V SHEET NO. OPOST LAYOUT VIEW 0 A 103 SCALE: 1/4" = 1'-0" T AL UM/NUM TYPE. S I RUXURG'" LOUVERS 6063-T5 154 ETHAN ALLEN DR. ,ALL OTHER COMPONENTS 6063-T6 DAHLONEGA. GA 30533 (800) 303-5248 o� wo * aa3 Ng W 0, O o Z m `� ^ ro co O a 'ls1 U * LI 9 n U � Z w -® O WHO z CORNER BEAM f� CORNER BEAM W(n 3 M N owoz CONNECTOR j CONNECTOR W U) W x m W zw�Z� W 2 J a - - - - - - - - - - - - - - - - in �� W W yow°w Y rrnnn �zz.u'.in O z [~�7 in zp�m E ZkQ lL 0 r pw°�p N '` 2' ti�wwF W (A x W z o � IWLu O�QW W�--= !al , O U Z fps°< A z O C7 uumza [n Z p _ M W 2z N FQ� 8" BEAMS AND 5.5"GUTTERS 114" DOUBLE INTERIOR BEAM (2)2"x 8"x1/8" 00o- 7 Cn DOUBLE PERIMETER o ® C— ® ® DOUBLE PERIMETER �— z BEAM(2)2"x 8"x 1/4" BEAM(2)2"x 8"x 1/4" O Q LW °Q 0 QU O 114" Cn 262" 6x8 COVER 6x8 COVER DESCRIPTION BEAM LAYOUT 0, VIEW J) DATE 04/03/25 CORNER BEAM DOUBLE PERIMETER CORNER BEAM DRAWN BY CONNECTOR BEAM(2)2"x 8"x1/8" CONNECTOR &S SCALE A B P 1/4"" = 1"-0" SHEET NO. V OB EAM LAYOUT VIEW 0 A 104 SCALE: AL UM/NUM TYPE. S i RU '.URE'" LOUVERS 6063-TS 154 ETHAN ALLEN DR. .4LL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 NOTE(s): 1) DRAINAGE IS BY OTHERS AND IS 69 NOT INCLUDED IN THIS * aa� rn$ CERTIFICATION. �tE 2)ALL ELECTRICAL WORK AND HARDWARE INSTALLATION SHALL BE w �� ° DESIGNED AND APPROVED BY Z -U. 1 co 1 �, In OTHERS AND IS NOT INCLUDED IN �� o �' THIS CERTIFICATION. r6� QQ a 3) NON-STRUXURE PRODUCTS ARE BY �s * Ll 5 OTHERS AND ARE NOT INCLUDED IN ID THIS CERTIFICATION w z ® k O z-uo z rn W - - - - - - - - - - -- - - - - ------- ------ ---- -.... _._.._._-_,.� - -- -----®r.. - - - -- - - - - - - - 2 S X J❑Lo�� Q o z �aw� I Z� O � 000 W CORNER GUTTER CORNER GUTTER s W ' o o<z fo>o2 (1 mz o��< cow wf'" N � 1" 5 so3" '"GUTTER 5z GUTTER i 2 1I 0- PASS THROUGH GUTTER PASS THROUGH GUTTER j 0 0 O. z � � �I_ z 7 Z" BEAM CHASE WITH DOUBLE 2"x 8" z x g BEAMS ON BOTH SIDES(4 TOTAL) E, 5 2°GUTTER ; �I 5'"GUTTER CD � 103' ! > 0 e� 4! I I 251" 1 I C RNER GUTTER CORNER GUTTER DESCRIPTION C GUTTER LAYOUT VIEW - - -- -- - -- - - - - - - DATE 52"GU17ER 04/03/25 DRAWN BY I I lJ V SCALE P I 1/4"" = T-0"" A � V SHEET NO. OGUTTER LAYOUT VIEW O A 105 SCALE. 1/4 — 1 -0 T AL UM/NUM TYPE.- NOTE: �I LOUVERS 6063—TS FANS/LAMPS AND THEIR CONNECTION S I R U 3:U R C TM TO THE FAN BEAMS ARE BY OTHERS, 154 ETHAN ALLEN DR. .4LL OTHER COMPONENTS 6063-T6 AND ARE NOT INCLUDED IN THIS DAHLONEGA. GA 30533 CERTIFICATION. (800) 303-5248 NOTE(s): 1) DRAINAGE IS BY OTHERS AND IS MAX FAN/LAMP WEIGHT=100 LBS. NOT INCLUDED IN THIS * 1:133 CERTIFICATION. 2 ALL ELECTRICAL WORK AND HARDWARE INSTALLATION SHALL BE w "o ocD DESIGNED AND APPROVED BY �, N w oo oo OTHERS AND IS NOT INCLUDED IN a �� o THIS CERTIFICATION. / 3) NON-STRUXURE PRODUCTS ARE BY OTHERS AND ARE NOT INCLUDED IN * L� THIS CERTIFICATION zo u~w� LLI �rrUQ® o_ I' �( nn n�� }M mZaN'.o W = .� W -nrz 1111,, G _ _ _ _ _ _ __ _ _ _ _ Z wa ;a ��wo a _ _..... JWO Lu o>zf za w f p ZX Q lL FQ•r Bw °d oo r� ?¢ �20' �wwz� I.I.I sa e /Wo W� O�F,Q r� l a O 0 �o>6'. z U �omz¢ E, d'coz ooNx W N �a R+ PUCK LIGHT-BY OTHERS I O Q Z F. z 0 a � Q FAN-BY OTHERS-- e W Q O Q 0 D `I I 0 U7 SCONCE LIGHT-BY OTHERS DESCRIPTION € FAN &- LIGHTS -„ _ 1 AY - - - - -- - - - - - - - - __ . . . .. . . _ ..._ _.__. . . . .. _ _�. _ UT VIEW .. x_.. - - - - - - - - - - - - DATE 04/03/25 DRAWN BY I&S SCALE q B P 1/4" = 1"-0" SHEET NO. OELECTRICAL PLAN o A 106 SCALE: 1/4 AL UM/NUM TYPE. LOUVERS 6063-TS S i R U I U R E TM 154 ETHAN ALLEN DR. .4LL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 C800) 303-5248 a� zo 1 w me zco 00 u- N I I 0 �� a r6 Quo is v * LI 5 n i i o Z n -1 O Zv00 O�u� z W ca In� (n a z 8 z w �� fn rr7(n 2.0 T, d IL d J J a ye�D C u2 W LL X 0 2 Z Y rn W W zzI V� Q�zC7 F�GW� ZX Q IWL O z o 7 0 N ` ~S aF- 262° W W 0<W W z j z O C7 -umza DOUBLE PERIMETER SINGLE PERIMETER r� z m z o< BEAM 2"x 8"x 1/4" LOUVER BEAM 2"x 8"x 2/4" /^ coW oz.. 6x8 COVER 6>8 COVER N �< I PASS THROUGH GUTTER — 52 GUTTER SCONCE ON POST- SCONCE ON POST- 0 O` MATCH SCONCE MATCH SCONCE z r— HEIGHT ON HOUSE HEIGHT ON HOUSE 120" I 7 I L COLUMN 6"x 6"x 1/8" COLUMN 6"x 6"x 1/8" z 0Ci J I 254" 1 Z = I I Q O r rr r r r r r r rr r rr r r r r r r r r r r r r r r r r r r r NOTE: T ' 6"x6"posts(all)embedded 30"into 30"Wide x r 3o"Wide x 36"deep footings; ` DESCRIPTION y r The footing is below grade past the bluestone rn i SECTION 1-1 DATE 04/03/25 DRAWN BY .�.. .. q g p SCALE I 1/4" SHEET NO. OSECTION 1 -1 o A 200 SCALE: 1/4" = 1'-0" T AL UMINUM TYPE. S i R U is U R E'" LOUVERS 6063-TS ALL OTHER COMPONENTS 6063-T6 154 ALLEN DR. DAHLONEGNEGA. GA 30533 (800) 303-5248 w� * a3a �$ W y o _ Z " 00 r a \ S 5 * LI Ln n i o i rn U V Z Q n -Rot, z SINGLE INTERIOR a<W0i;ZZwa°=aW i. g BEAMS(2)2°x 8"x z n" Cc LL W <, w a < o s t5Mz.m � Z)< <LL~� °'oWo N Lu ��4" ��4:: Will 0O��z WNwNZ DOUBLE PERIMETER �I z o(D Sou BEAM (2)2"x 8°x 1/4" LOUVER LOUVER m m W °�fLL 6x8 COVER N '< 5 2°GUTTER 5 2"GUTTER 7 2" BEAM CHASE WITH SCONCE ON POST- DOUBLE 2°x 8"x$" BEAMS O O- MATCH SCONCE ON BOTH SIDES(4 TOTAL) z 9, 4" HEIGHT ON HOUSE Cn } Z COLUMN 6"x 6"x 1/8" \ z 0 Q J 241�2" z = ' O � 0 . '..' Cn NOTE: 6'x6°posts(aLp embedded 30°into 30°wide x 3o°wide x 36°deep footings; The DESCRIPTION footing is below grade past the bLuestone SECTION A-A ' DATE ' 04/03/25 DRAWN BY . 18 S 1 2 p , SCALE I 1/4" T-0" V SHEET NO. OSESCACTION-A-A 0 A 201 LE: 1/4 - 1 -0 T AL UM/NUM TYPE. S I R U X U R E- LOUVERS 6063-TS 154 ETHAN ALLEN DR. .ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 o� wo Zo * 3.3) "$ 0 l o co TRACK BAR PIN PIVOT BAR CAP LL w' w u (ALUMINUM) TRACK BAR TRACK BAR PIN(ALUMINUM) �6�s Q� 6 o.c. 6"o.c. 6 o.c. 6 o.c. 6 o.c. 6 o.c. 6 o.c. 6 o.c. 6 o PUSH NUT u .c. 5 °O BEAM 0 w z 6" PIVOT PIN Q(n }m o of z � PIVOT BA (ALUMINUM) W(!J N ui=M <�5a o ao #8 SS TEK LOUVER ww R J CE n. 2".U. o 0 0 0 0 0 SCREW @ _z o g'l w -, 'a ZXaU_H— c0° 0° N 12" 12" 12" 12" W 111 o W z N w 0 aou—zou fOw°� LOUVERS DETAIL PIVOT PIN SIDE VIEW ^ m m W °�=a (ALUMINUM) �/j / NQ�' 1 2" = 1'-0" 12" = 1'-011 LOUVERS SHALL BE ROTATED TO A 90 DEGREE 'OPEN' PIVOT PIN TRACK BAR PIN POSITION DURING ANY NAMED STORM OR WEATHER (ALUMINUM) (ALUMINUM) DESIGN EVENT TO PREVENT EXCESSIVE FORCE TO THIS O Q 0- STRUCTURE. THE OWNER SHALL BE NOTIFIED IN WRITING OF THIS AND THAT CARE SHALL BE TAKEN TO z AVOID BUILDUP OF SNOW, DEBRIS, CONSTRUCTION (n } NOTE:NEED THIS TO BE STANDARD NORMAL PITCH ON A LOADS, & ANY OTHER FORCES THAT CAN AFFECT THE � z STANDARD 2X8 WITH 5.5"GUTTERS&2X10 WITH 7.5"GUTTERS. INTEGRITY OF THIS DESIGN. THESE DIMENSIONS WILL BE DIFFERENT WITH A 2X10 AND 5.5" TRACK BAR Z GUTTERS DEPENDING ON WHICH MOTOR IS,,,USED: PUSH NUT, PIVOT BAR;.CAP Q O TRACK BAR PIN TRACK BAR -I z = PIVOT BAR (ALUMINUM) < LoHEIGHT 2 I- 3 " LOUVER BOTTOM OF PIVOT BAR TO TOP LOUVER NYLON WASHER � O OF BEAM TO BE DETERMINED BEAM cn PROFILE FOR IN FIELD FOR PITCH LOW SIDE OF HIGH SIDE OFCOMPARISON ZONE PIVOT CAP PIVOT CAP BEAM PIVOT TRACK PIVOT BAR DESCRIPTION PIVOT PIN PIVOT PIN PIVOT BAR DETAILS (ALUMINUM) (ALUMINUM) DATE BEAM,2"x8"3 BEAM,2"x8" PIVOT PIN PIVOT PIN(ALUMINUM) 04/03/25 (ALUMINUM) LOUVER DRAWN BY 18:S SCALE LOUVERS TO BEAM CONNECTION ISOMETRIC OUT-SIDE VIEW ISOMETRIC IN-SIDE VIEW N.T.S. 2X8 BEAM 12" = 1'-0" 1 %2' = 1'-0" SHEET NO. 12" = 1'-0" A 300 AL UM/NUM TYPE S T R U y U R E- LOUVERS 6063-TS 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 A ON Zg 0 W Jj O O Z m `� ^ N � #14 TEK SCREW (2-PLACES) CORNER BEAM CONNECTION ° `� o lk 5.5" GUTTER BEAM ���� * Q� LI BEAM rl 0 a Z NOTE: 0 =H-1 p THE GUTTER CORNER ASSEMBLY w� a GUTTER CORNER z �� z ozam } IS INSTALLED FIRST, FOLLOWED ® o Non z -------- BY THE GUTTER LAPPING OVER W� Lu owo°� W GUTTER CORNER THE GUTTER CORNER ® ® zW J J a N�'Gu,s W it u x -w>ww a o W Z'\ a lL R 4 pwo�� N BEAM wW oce<Z I ^ °m z Q0Q< (4) #14 TEK SCREWS N sn N �¢ 5.5" GUTTER iZx 5.5" GUTTER 5.5" GUTTER OQ 0- BEAM CORNER BEAM a.-7/8" LAP JOINT TOP VIEW z � CONNECTION (2) #14 TEK SCREWS (2) #14 TEK SCREWS Z GUTTER CORNER z O LLJ QO BEAM ISOMETRIC VIEW o � > O CORNER BEAM BEAM 12- ° CONNECTION 1 Mill. BEAM ® ° "' DESCRIPTION DETAILS li 5.511 #14 TEK SCREW 1" DATE SIDE VIEW DOWN FROM TOP OF = 04/03/25 GUTTER EVERY 12" OO OO DRAWN BY &S SCALE 5.5" GUTTER N.T.S. GUTTER CORNER ASSEMBLY SHEET NO. A 301 AL UM/NUM TYPE. STRUS:URE'" LOUVERS 6063-TS 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 s z w Jj o z (a CC) U. o W U 0 `y 0 aN CORNER BEAM CONNECTION Ll s Q� - EXTRUDED WITH CAPS 0 C7 w Z -� ,0 o W 0� o z�gHg E >z ® � }MU Ut Wr r^^ Ln 3 M� p�ozw pW v, LL,U)2 M W zwzza (8) #14 TEK SCREWS THROUGH (8) #14 DIA. TEK SCREWS zQ o w ;=GooLu BEAM INTO CORNER BEAM L7� Q o o Lu CONNECTION EACH SIDE ZX _ W Nww=° N Iu aa IlIW a�o Uz G�'D; K �r l zoz " CORNER BEAM /� M �= LL BEAM CONNECTION PERIMETER BEAM N �< U CHANNEL U-PROFLE 2"xl %"x2"x0.125" ° DOUBLE BEAM °\ TOP VIEW ° z (8) #14 TEK SCREWS ° z 0 p THROUGH: BEAM INTO, u,. , lid a0 ® CORNER BEAM loop I z = CONNECTION EACH SIDE L0 ~ ° Qom ® Goo ° > r'- 0 -1111 Hill CORNER BEAM CONNECTION cn ® BEAM ° ItA I DOUBLE BEAM DESCRIPTION ° SIDE VIEW DETAILS DATE 04/03/25 BEAM 2 DRAWN BY &S TYPICAL CORNER ASSEMBLY BEAM 1 SCALEN.T.S. DOUBLE PERIMETER BEAM TO BEAM SHEET NO. A 302 AL UM//VUM TYPE s T RuyuRETM LOUVERS 6063-TS CORNER BEAM CONNECTION 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA. GA 30533 - EXTRUDED WITH CAPS (800) 303-5248 (8) #14 TEK SCREWS THROUGH 64 BEAM INTO CORNER BEAM * aa3 '$ CONNECTION EACH SIDE ,0 s' �� o 0 (8) #14 TEK SCREWS THROUGH BEAM INTO Z N co co CORNER BEAM CONNECTION EACH SIDE ° �� o DOUBLE BEAM ® ® bps * 5 Q LI Ln 0 ® ® ~ O~w d CORNER BEAM CONNECTION z 2: °za= U CHANNELS 2"x1 %"x2"x0.125" E '"o -Noot z r M awe°f 9L ® ® I W� In=nib wJ�za a DOUBLE BEAM DOUBLE BEAM X ,w o L------------------------ DOUBLE BEAM C7a ¢ Lou a;FZ TOP VIEW zk �LL�� 00'0p W Wlll rz-�W w 2 Q ° z wNwNZ SIDE VIEW " BEAM 2 r^ ° QNZ< I m z °0 = M wE'LL (8) #14 TEK SCREWS N ~¢ CORNER BEAM CONNECTION BEAM 1 ° Q o 0- U CHANNEL �- z zoo ' ° ° " LJ Q O ° _j z Q Ln I— ° ° ° ° > r,- O CD cn ° ° ° DESCRIPTION ° DETAILS U CHANNEL DATE 04/03/25 GOO DRAWN BY SCALE N.T.S. SHEET NO. TYPICAL CORNER ASSEMBLY BEAM1 BEAM DOUBLE PERIMETER BEAM TO DOUBLE BEAM A 303 ALUM/NUM TYPE. S T R U/U R E- LOUVERS 6063-TS 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 gy * 2l33 '$ 3 Q� © -p o BEAM [2]2"X 8" 7.5"COVER SHEET Z 2 co co cn BEAM [2]2"X 8" ° ��� 2"X 1 3/4"X 0.125" BEAM ens Q 3" BEAM INSERT o 0 0 o INSERT, 3" IN LENGTH, �' S10 #14 TEK SCREWS THROUGH EACH SIDE w (2)3" BEAM T1 BEAM INTO INSERT EACH SIDE o (2)#14 TEK SCREWS THROUGH Z o<w� INSERT #14 TEK SCREWS THROUGH BEAM INTO INSERT EACH SIDE, �® o Emoa Z Z u� INSERT INTO BEAM, EACH SIDE EACH SIDE W� M owoz� BEAM 2 2"X8" ( ) Z �Ju--x r [ ] 2 #14 TEK SCREWS THROUGH W o �a �,LL w TOP VIEW BEAM[2]2"X 8" INSERT INTO PERIMETER BEAM cc a z W «_ M8.F. SIDE VIEW EACH SIDE Zkww° W W 11I o a W w Z o u zN GUTTER #14 TEK SCREWS a z fowo� THROUGH GUTTER INTO r^ z m z o~�`a M W ^w�LL BEAM EACH SIDE, SPACED ^' BEAM 2" X 8" 14"- 16"O.C. (BASED ON N LLa 3" INSERT/U CHANNEL BEAM [212" X 8" OVERALL BEAM CHASE LENGTH), EACH SIDE (4)#14 TEK SCREWS l O Q Z � � I— � z z O o L Ll 1 z O _j Q o � � o 0 � 0 PASS THROUGH GUTTER COVER m DESCRIPTION DETAILS 0 DATE 04/03/25 NOTCHED BEAM DRAWN BY 5-1/8 X 3-1/8 CUT l a-S PASS THROUGH GUTTER SCALE N.T.S. SHEET NO. TYPICAL BEAM CHASE A 304 DOUBLE BEAM PASS THROUGH GUTTER AL UM/NUM TYPE.- 5 i RU URA'" LOUVERS 6063-TS 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA. GA 30533 (800) 303-5248 * a33 �g 010' 0 W yQ O 0 Z `� co co DOUBLE PERIMETER BEAM [2] 2"x8" °�� o is 9 u * Ll 10 n rn 0 0 .� 10 �p Z Y —® O W-HE z 01 6 u k W� ��MN oOZW w W w g-, cy _ X °>ww a rrnnn Q W Z J a�aJ� "IU� J W O t S.E f Zk <-9� Wo w DOUBLE PERIMETER BEAM [2] 2"x8" wW d z U z> ogaz Muiz O(7 'u�um°za m W oz�x [61 #14 x 1" TEK SCREWS TH RU CHANNEL INTO EACH BEAM 5 3/4" x 2" x 0.125 x 5 3/4" CHANNEL LOWER BEAM AND CHANNEL INTO POST CHANNEL ono 00 0 0 141 #14 x 1" TEK SCREWS o o z — THRU POST INTO CHANNEL >- EA. SIDE z #14 TEK SCREWS Z o �.. LL Q 0 _j z = 6" x 6" x 0.125" POST Q CD D > 0 o � #14 TEK SCREWS cn BOTH SIDE DESCRIPTION DETAILS POST DATE 04/03/25 DRAWN BY I&s DOUBLE BEAM TO 6X6 POST CONNECTION SCALE N.T.S. SHEET NO. A 305 AL UM/NUM TYPE. S T R U X U R E'" LOUVERS 6063-TS 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 o� ws Zo 2 n W COT O o Z 00 LL o W U 0 �`y a * Ll 9 POST EMBEDDED w FINISHED IN CONCRETE G d GRADE Z � 81,w� r oZ_w > o =uoo Z TIE KEBABS DESIGN SPECIFICATIONS WLo Lq m �zw, W a �Qf W w=MLu °w °sza ________________________________________________________________________ zw M� �o J �wwow } — VERTICAL REBARS �� Q w z Qz' can w zZw� FOOTER: POST• J w o z �2 Zk �"�� Nw�w° W III WIDTH (SQUARE): EMBEDMENT: a o v fo�oa _ 3000 PSI MIN CONCRETE BY z o z a8 w IC OTHERS B= 30 IN E= 30 IN I^ M w NZ � o ° — TOTAL DEPTH: THROUGH BARS: N LLa °II D= 36 IN 2 LAYERS OF #5 MIN. RESISTANCE: EACH WAY ° I Fc= 3000 PSI 1 I II VERTICAL REINFORCEMENT: (3) #4 ° I—III— BARS THROUGH TIE REBARS: O 0. O- { I ) I I= POST, EACH WAY = 111 11 1 11 I I—III 11 11 11 ' 11 1I— #3 @ S= 12 IN z 11 I IIII i II 1=1 I IIII—III ; I 1 c } =1 11 1 11 11=1 II 11=1 1 II z '—III III—IIIIII—IIII 11=1 I I I i�- O =1 j ii _III=III_ iii z 0 ci Li J Q 0 B(SQUARE) J Z = U Q CD POST TO FOOTER CONNECTION > 0 DESCRIPTION DETAILS DATE 04/03/25 DRAWN BY &S SCALE N.T.S. POST TO FOOTER CONNECTION SHEET NO. A 306 ,4L UM/NUM TYPE. S T R U X U R c," LOUVERS 6063-TE 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA. GA 30533 (800) 303-5248 NOTE:THE CONNECTION&INTEGRITY OF THE HOST STRUCTURE SHALL BE PERFORMED BY w� A LOCAL ENGINEER ON SITE WHO WILL HOST STRUCTURE DETERMINE THE EXISTING FIELD CONDITIONS I &DESIGN A CONNECTION&RETROFIT TO SUPPORT THE DESIGN LOADS LISTED HEREIN. w yQ o 0 0 Z Nco co LL o V THIS ENGINEER IS NOT RESPONSIBLE AND 0�b�� Quo a TAKES NO LIABILITY IN THIS CONNECTION OR THE ABILITY FOR THE HOST STRUCTURE TO �s * EI 5 ID CARRY THE ADDITIONAL IMPOSING LOADS BY m THIS PROPOSED PERGOLA. THE ILLUSTRATION OF BLOCKING SHALL BE PERIMETER BEAM Z "�"N COMBINED WITH ANY AND ALL ADDITIONAL ¢® o =N � z REINFORCEMENT AND CONNECTIONS W N=M u*) °W 2za SPECIFIED BY THE LOCAL ENGINEER TO ENSURE THE HOST STRUCTURE CAN W W a J�'R Z. o 0 0 L-Lj a ma°J�o > ADEQUATELY SUPPORT THIS PROPOSED Z� x �wwo" Q w Z w a�a�� < DESIGN. �Q J o z �m EXISTING HOST STRUCTURE SHALL BE EITHER WW U)M g W smNzw o�az w�,w- 3000 PSI POURED CONCRETE, OR a �„ �u< ZOO V"I` ASTM90 HOLLOW/ GROUT-FILLED CMU OR ^ m z oo�. #2 SYP WOOD (G=0.55) W "w?LL AS VERIFIED BY OTHERS GUTTER ALUMINUM BEAM TYPICAL 16" O.C. STUDS PER PLAN PROVIDE FLASHING 711 AND SEALANT AS 16" 16" 16" 16" 0 p REQUIRED (BY GC) (� A. z 9/16" HOLE O O O O @ O } DRILLED FOR z z SCREW Z 0 Ii INSTALLATION 0 911.6, HOLE.DRILLED FO.R., HOST STRUCTURE REACTIONS 0 (SUPPORTING STRUCTURE SHALL BE SCREW INSTALLATION z = SEPARATELY CERTIFIED&REVIEWED TO RESIST IMPOSED SERVICE LOADS BELOW) 0 O O O O O 0 EMBED. GRAVITY LOAD=249.8 Les/FT LATERAL LOAD=12.4 LBS/FT CI) TYPICAL ANCHOR PATTERN (TO WOOD STUDS SHOWN) DESCRIPTION FOR CONCRETE ATTACHMENT: DETAILS [2] 1/2" HILTI HIT-HY200 + HAS R 304/316 ANCHOR INTO WALL W/3" EMBEDMENT AND 3" EDGE DISTANCE, SPACED 12" O.C. DATE FOR WOOD ATTACHMENT: 04/03/25 [2] 3/8" DIAM. S.S. WOOD LAG SCREWS INTO WALL W/3" THREAD ENGAGEMENT DRAWN BY AND 3/4" MINIMUM EDGE DISTANCE, SPACED 16" O.C. I a-S BEAM TO HOST STRUCTURE CONNECTION FOR GROUTED CMU ATTACHMENT: SCALEN.T.S. [2] 3/8" DIAM. S.S. HILT[ KWIK-CON II+ INTO BLOCK FACE W/3-3/4" EMBEDMENT AND 3" MINIMUM EDGE DISTANCE, SPACED 12" O.C. SHEET NO. A 307 yAL UM/NUM TYPE. S I R U y U R E- LOUVERS 6063-T5 154 ETHAN ALLEN DR. ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 COLLAR — CORNER INSIDE COVER— CORNER ASSEMBLY EXPLODED ISOMETRIC VIEW 1 _ 1 -011 * aa3 $ ,�° p 2 w 'T ° o �z co 2"x8"BEAM ° oLn y61 Q� * LI 9 10 Ln SIDE VIEW � w 0 o� W ® o z �za� } (4)#14 TEK (E *, o nz°ok z SCREWS 0 2"x8"BEAM W� W M W zwzza a SIDE VIEW WW 'm Gs d o 0 4 O O Z� Q X �wTww Q 1 R 1I.,I^,111 Qozw Q;Q�� cn 11 " (..1� .J w Q z �V1ZUIm 0 0 6x6 POST Zk oho _<W W W 0 z w°w�� COLLAR-CORNER �I a°z vo L9 ��mz¢ OUTSIDE 6P '^ M`°W NzrLL_ TOP VIEW COVER-CORNER ASSEMBLY-- 0N �<� 6P X 86 ALIGN THE BOTTOM FLANGE OF 0 THE COVER WITH THE HEM SLOT ON THE OUTSIDE COLLAR 0 0 (2)#14 TEK SCREWS 0 0 O- COLLAR-CORNER INSIDE 6P----- CONNECTING TO BEAMS COLLAR — CORNER OUTSIDE MOUNTED BY PINCHING THE TOP FLANGE — m } TOP VIEW BETWEEN THE POST AND GUTTER CORNER �— -2 Z Z 0 (- (4)#14 TEK' W Z 0 SCREWS —I = SIDE VIEW CD 2"x8"BEAM 2"x8"BEAM O COVER-CORNER ASSEMBLY COLLAR-CORNER 6PX8B OUTSIDE 6P COVER-CORNER ASSEMBLY DESCRIPTION 6PX8B DETAILS L COLLAR-CORNER COLLAR-CORNER INSIDE INSIDE 6P 6P DATE 04/03/25 ll,�COLLAR-CORNER OUTSIDE DRAWN BY TOP VIEW ASSEMBLY 6P I a.S SCALE N.T.S. 6"x6"POST SHEET NO. COVERS & COLLARS — CORNER WITH COLLAR — (6PX8B) ZIA" BEAMS, 6"A" POST ISOMETRIC VIEW A 308 2 11 = 1 1-0111 = 1 -0 STRUIURE " 154 ETHAN ALLEN DR. r DAHLONEGA, GA 30533 (800) 303-5248 Lt- Z 00 pIrU OMCQ WpOW QU Z) } OC d LL _I J W UZU- 0 M Z 0 LU ZW ® U LOUVERED m X Drive. S i R U /U R ww Sectlon0l — WhafslnTheBox? SectionO3 — E3ectricalComponents OUTDOOR PERGOLA CONTROL z o ozoa 08.5 Sectlon 02 — Assembled Specs 1 V^ yJ rrn ui a w Q z Verticala Integrated Mounting Brackets for Vertical W a) u, J W z w w o of X thhrs fivestn the Gutted Somfy RTS Technology Integration ji Attachment W 1 r r s L�a -m�m m IONe. for Control of u to 6 Zones r z O " x J w Y°w What's In The Box? °°° control Box p '` It a o o LLL,), <2zz 02 mountedbetween PMot Barandoutter e.:.. r�((tt((J� �W F-Z �rn o m m _ & Polycmbonate Waterproof NEP1A U�t. Q tL 2. o 0 0 'f ;i .-•.-.,.....f. •- Enclosure z X f~J1=9 W a¢pinion a m o 111 L. ro •O• O' o' 1 I11W a U z_ �z>s's f 1> :q�•��- i� 1570 Ofrotationprovldederttardt+Piror1 - /� Z co(7 mum°za t . ' 24VDC Low Voltage Power Supply daFoam Gasket in Ltd for Waterproof r(,1 a• Z p o y= BddC H0{6C /�/ N W =Za J LL-_,, �• \'''. Black Fwishon StgnL-uSteel Brackets, CP •o-�` non. • Rack and Pinon 6xTokSa -3J8'(014) Or Filtered b SlkA 1 21/2' Louver Vent for Ventilation acnoduxdHoming ! and Cooling • ��`� @ / • Powder Coated FrontCever tomateh Liquid-Tight Cadgrips for Secure Seal o, q O Rock �f,�. seLdedfniSh 'Rorkrt dmersions ioygx8,5gxegein/268.g9xzta.1gz 1797a mm Badr Biadmt �a Enclosure mustbe mounted In this vertical orientation. 10x20rrxo�IsPin COMPONENTRATINGS AND CERTIFICATIONS �- �• P:.� 4x7ekScrer-3)T(NA)•.f�' '� �. �FOWERSUPPLY.Y�y. Q `' Input Voltage - - IVACI - 115/230 -- Ly - �., 67r .,Q Input VoLtage Frequency Range IHzI 47-63 `' Otttput Voltage NDCI_ 24 `0 ' yam-CottaRn iVoltage Adjustable Range NDCI 2t.6-28.8V l_— O Z 1Ox28 rnm Oevts Pin Curcent Range W 0.i4 6 C Rated Power- - - - - - - IVVI 3504 — C Electrical Components - - __ _ t Safety Standard IULCertficatlonl UL6og50-i I J POWE1tsUPPLYCABLEtNOTSHOWtY)iu,1ta�, x,M.tTn,.,GL Le{ Q 0 ISafetyStandard Wrl-Certifx;tionl 1t317o2gi I Z 8� MotorACtuator rVoltageRating'. [VI 30o J Lo 1 Temperature Rating rF1 -40to158 � 120 MMIP69KActuator ENCLOSURE T i,_ Q O PowerRautg DC24V I Safety Standard ^-------.-- .Y---�--- IULCerti!c(:o l ULSo8A I 0 ------------ [File Number) E352997 -� r DutyCyrde lo%,Max2.Mn0W18Min0FF t--•-. ._ - _ _ _ car Temperature Range rF 1 -40 to 257 Max Load Push2000N ,) impact Resistance Un/Ibl Soo max current Dielectric Strength - -- Ivolts/mill 380 - - - ------ - - -- -- -- -- W Rating IUL Certlficatlan] UL 746C Waterklgress W69 I Flarrtmability Rating IUL CertificaGonl UL gd DESCRIPTION MOTOR SPECIFICATION DATE 04/03/25 DRAWN BY I&-S SCALE N.T.S. SHEET NO. A 400 AL UM/NUM TYPE S i RU .URA'" LOUVERS 6063-TS 154 ETHAN ALLEN DR. ,ALL OTHER COMPONENTS 6063-T6 DAHLONEGA, GA 30533 (800) 303-5248 2C 3 Q� o 0 W y �o 0 z00 u- UJ U la) �d QUO Q �s U * LI S � r, 0 Z D w r, 0 °zaw- Y z,G'o z M awUo, EnLn wo) M DATE: REVISION: zw og nX 000 W rn 0 w w zz�R m Uz Q 0 0(7NONw ZUJ N=�W "wwz0 X Will I- w ����z d o U z Ez>'^s zOz UUN 2 _ rq m lJJ °°z�LL �►//�/�// N s z f.. N �< 3 4 O5 00- 6 — cf) z 7 Z0 QO 8 J z = 9 L ~ Q 0 � r,- O 10 U) 11 12 DESCRIPTION REVISIONS NOTES: DATE 04/03/25 DRAWN BY &S SCALE N.T.S. SHEET NO. A 500