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ACT-14-2710 MIAMI SHORES VILLAGE APPLICATION FOR CERTIFICATE OF APPROPRIATENESS NAME OF PROPERTY(If applicable): ADDRESS OF PROPERTY: J6( IVE 7 ` YEAR HOUSE WAS BUILT: �� ARCHITECT/BUILDER: Nt? NAME(S)OF APPLICANT(S): ,.�,fl E A l- (Note:If the applicant is a person other than the owner(s),evidence of that person's authority as agent other than the owner(s),evidence of that person's authority as ag ntmust be attached to the application.) CONTACT TELEPHONE NUMBERS APPLICANT ADDRESS: l.i�� Crl/ cf� (If different than property address) 5 PRESENT USE OF PROPERTY:_ ZR J(O INDICATE CLASSIFICATION OF PROPOSED WORK: MAINTENANCE OR REPAIRS RESTORATION REHABILITATION DEMOLITION NEW CONSTRUCTION OTHER (PLEASE EXPLAIN) C DESCRIPTION OF THE PROPOSED PROSECT: A E C0 lzlIlg zEL, u PLEASE PROVIDE THE FOLLOWING SUPPLEMENTARY INFORMATION: SITE PLAN(W/DIMENSIONS) FLOOR PLANS(W/DIMENSIONS) ELEVATION(W/DIMENSIONS) —LABELED PHOTOS SURVEY(WITHIN 5 YEARS) COLOR SAMPLE MATERIAL SAMPLE OTHER CERTIFICATION UNDER PENALTY OF PERJURY,I(WE)CERTIFY THAT ALL INFORMATION IN THIS APPLICATION AND THE ATTACHMENTS HERETO IS TRUE AND CORRECT TO THE BEST OF MY(OUR)KNOWLEDGE AND BELIEF,THAT THE WORK FOR WHICH APPROVAL IS SOUGHT HEREIN IS BEING PROPOSED IN GOOD FAITH AND WILL BE PROMPTLY PERFORMED IN THE EVENT OF THE APPROVAL OF THIS APPLICATION AND THE GRANTING OF ABUILDING PERMIT,AND THAT I(WE)DESIRE THAT THIS APPLICATION BE GRANTED AND S P T GRANTING OF THIS APPLICATION. SIGNATURE OF APPLICANT(S): DATE: l I J DATE: SIGNATURE OF OWNER(S): DATE: DATE: t r Barbara Estep From: jim.holt@ryge-international.com Sent: Thursday, December 11, 201411:57 AM To: Barbara Estep Subject: Re: Request for Awning Hi Barbara, Thanks for the feed-back and I hope you enjoyed your few days off Regarding#1, no problem, I confirm the awning is to be mounted within and along the curvature of the arched concrete molding which surrounds the entrance way. Regarding#2,the proportion of the proposed awning was determined by the proportion of the curved arched concrete molding since the awning mirrors the arched concrete molding.To make the awning height greater than the width, considering the top of the awning is confined within the arched concrete molding, height can only be added by making the awning lower,which may create a problem with having enough head room in addition to the windload issue you mentioned. Regarding#3, no problem,we shall exchange the striped material for solid rust material, same as the top,on the valance. In reference to point#2, by replacing the striped valance with solid rust material,the awning will appear higher in proportation with the width, which will result in the better proportion the Board is seeking. In summary,we counter-propose keeping the awning dimensions the same as proposed, with only changing the valance material from striped to solid rust—with the goal of avoiding a head room problem, avoiding windload issues, resulting in a better appearing proportion height vs width. I look forward to your response. Regards, Jim Holt De: Barbara Estep<estepb@miamishoresvillage.com> Fecha:Thu, 11 Dec 201414:31:38+0000 Para:ADMIN<jim.holt@rvge-international.com> Asunto: Request for Awning Good Morning Mr. Holt—your contractor brought in the application for the requested front door awning and the Historic Preservation Board met last evening. They have some major concerns regarding the request in that they do not believe the decorative brick work arching the front door should be covered up with an awning. They have, however, approved the request with the following conditions: 1) The awning should be installed completely within the arched concrete brickwork which surrounds the entrance way. 1 2) The proportion of the awning should have the height(drop) be larger than the projection of the awning. The requested awning has a height of 2'4" and a 3' projection. I will check with our Building Official to see if increasing the height is feasible due to windload requirements. 3) Approved the rust color Sunbrella fabric for the awning without any striped fabric installation along the rim of the awning. The Board felt that the striped material detracted from the aesthics of the entrance way. I wanted to convey the Board's decision to you so that you can make a decision as to whether or not to move forward with the above conditions placed upon the project. I will wait to hear back from you before I contact Mr. Dominguez from El Sol with the above information. There are many times throughout the day that I am not in my office and available via telephone. If you would like to call me to discuss the meeting, please e-mail me a time when you would be available to call and I will attempt to arrange my schedule accordingly. Thank you. Barbara A. Estep, MMC Village Clerk Miami Shores Village z 1 I [ CERTIFICATE OF APPROPRIATENESS ADDRESS OF PROPERTY: 361 N.E. 97thStreet NAME(S) OF APPLICANT(S): JAMES E. HOLT APPLICATION DATE: (Date Application Received by Village Clerk) Nov. 15, 2014 CERTIFICATE OF APPROPRIATENESS REQUEST FOR: Request Approval to: Install fabric awning over front door where there has not previously been an awning or structure. BOARD DECISION: APPROVED APPROVED WITH CONDITIONS The Historic Preservation Board, at its meeting of Wednesday, December 10, 2014 approved the awning installation subject to the following conditions: a) The awning shall be installed completely within the arched concrete brick work surrounding the entrance way so as not to block the architectural feature of the arch. b) The requested Sunbrella fabric color of"Rust"is approved. However,the requested striped valance is not approved. The valance shall be of the same"rust"color as the main awning. c) The Board's discussion of the awning proportions are not relevant due to clarification of the installation site. DENIED 7 / SIGNATURE &TITLE ` 'I e- DATE: CANVAS DESIGNED TO BE READILY REMOVED OR REPOSITIONED DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTED SEE DETAIL"B" INSTRUCTIONS TO THE OWNER OR TENANT TO REMOVE OR REPOSITION THE STRUCTURE OR PART THEREOF DURING SUCH PERIODS OF TIME AS ARE DESIGNATED BY THE U.S.WEATHER BUREAU AS BEING A HURRICANE WARNING OR ALERT. CONNECTION SEE DETAIL"A" TYP II 1, ALL MEMBERS `qA TUBE 1.315 O.D.X 14 GA ,\ (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) 1/8 TYPICAL ) CONNECTION ISOMETRIC / DETAIL A NOTE: S, 11 II -ANY CORRECTIONS,N��ING SCALE:N.T.S. SCALE:N.T.S. WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. 11 " MILTON CLIBAS, P. E., INC. D TE.,4 EL SOL AWNING DESIGN CORP. MR. JAMES E HOLT CONSULTING ENGINEERS PE#51902 SC AU 70 NW 31 st ST. AWNING 5'-3"W X T-0"PROJ.X 2'-4"H C.A.#27267 S.I.#6999901 N.T.S. 1302 NE 125 ST DESIG ED MIAMI, FI. 33127 361 NE 97TH ST. NORTH MIAMI,FLORIDA 33161 DRAWN G.E. PHONE: (305)573 4757 PHONE:(305)891-4174 FAX(305)891-4175 S.G. elsolawnings.com MIAMI, FL.33138 www.miltoncubaspe.com E MAIL: miltoncubas@msn.com SHEET 1 OF 2 _z 1.* lim tip- WL 4 M- , it Ir�_ AD- �f o V14 ik, - h A". LA A!7 . z. F .+rte. • ' "9 19 J' .1P; ,��►i ., v r • y,,. ti,•l, . a Ire woo ... .. i 1 e 7 jo ARO Maine •• r 0 4 • 4 relF x 1� i » a F • r , 2 . 361 N . E . 97 Street , Miami Shores ( Dade ) Florida 3 . Hank Gaggstatter 4 . 1987 S . Miami Shores Village Hall , Map Room 6 . South Elevation 7 . Photo j of j MPs polio 10-900 044 ORD NO. 1074-0018 Expires 10-71-87 United States Department of the Interior National Park Service For tips u"mly National Register of Historic Places rem SEP 3 0 1988 Inventory—Nomination Form date entered See instructions In How to Complete National Register Forms Type all entries—complete applicable sections 1 . Name historic 361 N_ F- 97 Street and or common Shoreland Company - House No. 8 8DA3489 MST-0 2. Location street & number 361 N. E. 97 Street _not for publication city,town Miami Shores _vicinity of state Fl nri do 33138 code FL county Dade code FL 025 3. Classification Category Ownership Status Present Use district public occupied —agriculture —museum bultding(s) private _unoccupied _commercial park structure —both —work In progress _educational private residence —site Public Acquisition Accessible _.entertainment _religious object —in process —X.yes:restricted —government _scientft —being considered —_ yes:unrestricted —industrial —transportation no ___-military —other: 4. Owner of Property name Mr. and Mrs. Charles J. Cassini street&number 361 N. E. 97 Street city,town Miami Shores, _vicinity of state Florida 33138 5. Location of Legal Description courthouse,registry of deeds,etc. Dade Count' Courthouse street&number 73 W. Flagler Street city,town Miami, state Florida 33130 6. Representation in Existing surveys F-Miami Shores Historic title Preservation Survey has this property been determined eligible? —you J�—no date June, 1985 federal X state —county -L local depository for survey records Division of Historical Resources Bureau of Historic Preservation e ,town R.A. Gray Building, 500 South Bronough Street sate Tallahassee, Florida fty 2399-0250 7. Description Condition Check one Check one -)L excellent —deteriorated —unaltered X original site _good —ruins _X_altered _moved date 19 2 S_ —fair —unexposed Describe the present and original(H known)physical appearance The residence at 361 N. E. 97 Street, Miami Shores, is a two story Mediterranean Revival style structure built of concrete block and rough textured stucco with clay barrel tile roofing. The house consists of the original rectangular two story mass and two one story additions, built in 1936 and 1952, to the west of the main facade. The original portion has a sli htly r mass to st a low-Rit-O%Lhip roof.1 The rectangular door is inset in a recesse blind arch with a pointed arch and rusticated stucco surrounds. The tower-like entry mass is punctuated on the recon s cry y a sma w n encased by a wrought iron grill. The western portion of the main house has three bays of wood casement windows on each floor, currently obscured by Bahama shutters. (These shutters have since been removed, however, a photograph without them is unavailable.) Two one story additions attached to the west were built in the same style with attention to feature and scale. The additions are low pitched roofs at different heights, to give the overall roof composition of the house a stepped appearance. The additions have large arched openings across the main facade, consistent with the original site configuration. The Blackwells built a one story addition to the structure in 1936. This addition was designed by Lee. L. Wade, a well known architect who practiced in South Florida during the late 1920s and 1930s. This west wing consists of a music room, a porch and a bathroom. In 1952, a rear porch was added to the house, designed by Harry. E. Penney. The additions, particularly the west wing, are harmonious with the original structure. 8. Significance Period Areas of Significance—Check and justify below —prehistoric ____.archeology-prehistoric X_community planning __.landscape architecture_—_. religion — 1400-1499 __archeology-historic _conservation _._ law science 1500-1599 _agriculture ___economics __._literature sculpture 1600--1699 _ architecture __.__education — military social/ — 1700--1799 ____art _. . engineering ___music humanitarian 1800-1899 commerce ___exploration/settlement —._philosophy —theater X_1900-1927 ___communications __... Industry __politics/government —transportation invention —other(specify) Specific dates 1925 Builder/Architect Kiehnel and Elliott Statement of Significance(in one paragraph) The residence located at 361 N. E. 97 Street was built in 1925 as part of the Shoreland Company's development of Miami Shores. The house was designed by the architectural firm of Kiehnel and Elliott. It is a fine example of Mediterranean Revival style architecture. William H. Iliff and his wife, Helen, owners of a landscaping company during the historic period, were the original owners. From 1930 until present, the house has beet/ the residence of Mr. and Mrs. T. J. Blackwell, prominent Miamians. The Shoreland Company House Number 8 is typical of the medium-sized, two story Mediterranean Revival style houses designed for Miami Shores by the Kiehnel and Elliott firm for the Shoreland Company. The architectural firm of Kiehnel and Elliott, originally based in Pittsburgh, Pennsylvania, opened an office in Miami in 1917 for their northern clients who were building winter residences in South Florida. John B. Elliott remained in charge of the firm's Pittsburgh office, while Richard Kiehnel headed their Miami operation. In South Florida, Kiehnel and Elliott specialized in designing in the Mediterranean Revival style, developing methods by which buildings were made to appear weathered and aged like those after which they were inspired in the Mediterranean countries of Europe. Kiehnel and Elliott designed both public buildings and private residences. Included among their credits in the Greater Miami area are the Scottish Rite Temple, the Seybold Office Building, both currently being proposed to the National Register, as well as Miami Senior High School and the Congregational Church of Coral Gables both listed in the National Register of Historic Places on June 5, 1986 and October 10, 1978, respectively. The two structures men ioned here are currently being proposed for listing in the National Register as well as local designation. Kiehnel and Elliott is also credited with the design of numerous residences for individuals as well as for several development companies, including the Miami Beach Improvement Company, the Alton Beach Realty Company and the Shoreland Company. Their Mediterranean Revival style residences in Miami Shores established the development's theme of "America's Mediterranean." William H. Iliff was President and Treasurer of the Iliff Landscape and Nursery Company, landscape designers and contractors. Landscaping was a flourishing industry in the 1920s in the Miami area as a result of the boom time developments. The Iliff Company provided its clients with "palms, shrubbery, soils and fertilizers" (R. L. Polk and Company's Miami City Directory) as well as the expertise of a landscape arc ec . 9. Major Bibliographical References Please see Bibliography for Cover Nomination 10. Geographical Data Acreage of nominated property less than 1 acre Quadrangle name Miami Quadrangle scale 1:24000 UT M References II,n, ..,, ..^i ' I A 1218 I6 i0 j7 I6 iO.! B W Zone Easting Northing LZoonneJ Easting Northing CW I I I I I I I I I I I I I I I oW I I I El i I I I ILn l i ( i t FW I I I aLLJ HW I I I I I I I I I I I I I I I Yerbsl boundary description and justification Miami Shores, SEC 1, Amended PB 10-70 Lots 19 and 20., Block 42 List all states and counties for properties overlapping state or county boundaries state iJ code county code T state code county code 11 . Form Prepared By nsawtitle Maria T. Temkin/Vicki, Welcher, Historic Sites Specialist organization Bureau of Historic Preservation date September, 1988 street 6 number 500 South Bronough Street telephone (904) 487-2333 city or town Tallahassee, state Florida 32399-0250 12. State Historic Preservation Officer Certification The evaluated significance of this property within the state is: national —_state X local As the designated State Historic Preservation Officer for the National Historic Preservation Act of 1966(Public Law 89- 665),1 hereby nominate this property for inclusion In tiqk#Wonal Register and hat it has been evaluated according to the criteria and procedures set forth b National Paark/ State Historic Preservation Officer signature title State Historic Preservation Officer date September 21. 1988 For MPS use only I hweby egm that this pr Is included in the National Register Entered in the 1st date tits K tio"Regkter Atisst: date Chief of Registration 10iooa OW Ay PftW Mn 102 WS United States Department of the Interior National Park Service National Register of Historic Places Continuation Sheet dation number 8 Page 1 361 N. E. 97 Street, Miami Shores Thematic The houses succeeding residents were the T. J. Blackwells. He was an eminent attorney and one of the founders of the legal firm of Blackwell, Walker and Grey. Mr. Blackwell served as Miami Shores Village Judge from 1936 to 1944. Harriet Grey Blackwell was considered Poet Laureate of Miami Shores. The Blackwells mad a one story addition to the structure in 1936. This addition was designed by Lee. L. Wade, a well known architect who practiced in South Florida during the late 1920s and 1930s. This west wing consists of a music room, a porch and a bathroom. In 1952, a rear porch was added to the house, designed by Harry. E. Penney. The additions, particularly the west wing, are harmonious with the original structure. l V,L4a—@Isal 1 I..I••I•.IjEfrt/ L4d••IeI.-I•. I••I-1-• I-•I-LC*k3i Iv. E. 99 T" S� EFFseg rsiz sc � ssz .it 41 88 -44f IF 40x d 4 u k cli N. E. 9S TN ST ~ W : ras4 3 z z /: , ./ HrE32 / 0a /o9a7 rs r 3 F/s T11- a/9 is t, s � Q• � (g + ,sig /4s 96 LOCATION MAP (LOTS 19 Ft` 20 ! 5LOCK 42) ( mrP*.1�U 07 NON-CONTRAuTIt* H s r N o� �� z GAFPAGM W / Z i o m it SITE PLAN — 361 N.E. 97 T" ST. SCALE : 1" = -5 J ^� Professional n MOM c 777 N.W.r&W AM NUS SU!6M S, 1,�7.YS 1�ffi • • Z T� .tuft) l :# a9 i • • <1 AR 4d - . MAP OF BOUNDARY SURVEV AT!361 N.E.97th EET tit Q138 • • ASiACM LOT-6••• ••• ••• fig , 1 BLOCK M 42 BLOCK-42 G7+4h19>SaG SOCK-42 � S1OCK-4 ego �a.P. Lt.P. . • • . • aL...e.._...... • • irk .• • fVA (NA. }_✓� s • • r • x19.5° .T k �,..-,<- * • • • • • • ,w qF P�r�P.r ..• r X0,26' s PNOCAP N mag 8 V lieLOT-21 1 $ aR76t�6 k 12LtC�•a t r ry�p:y ,p .79 try ram j EC 2.65 ENCR, I STEP @ ,ua WATEP,FVMF t �� .#s LOT.19 � N g.1!5'm u�Y STEPPING BLOCK-42 a� r 2"$.12'_ lTWO STORY � ® 5TONE WAM 25'. 5 € . ##3G I t F F.=12.003" �� y V V 0.St1'C1. 24.W : 5,0�" 2,W ENCR. LOT•19 ; LOT- BLOCK-47 BLOCK 42 E.C. egw3" Plp112° P,l.P,112, 1 �`6'; NO GAP toCAF p NO CAP rs. 5' $ice:?�`(� a £. C.5WK •er •O+ t 24�MVY L.P. s aw f9w mv. T%ew Ma N.E. STREET, toor�a� €V ASMALT 75,TOTAL RICHT-OF-WAY ..___. 8 LEGAL DESCt�t#�7TC1Lf* DRA 6A N BY. jWcH rO1 p' i P3T 99 AN 20,BLOC G 42,OF AN AMENDED PLAT OF dg Mi SHOES IN* SECTION NOA,ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT SCALE: f°0Zf1• § BOOK 10,PAGE 70,OF THE PUBLIC RECORDS OF MIAMI-DADDE COUNTY, sv xOF FLORIDA. DATE FIELD. miamm :.�ja�trslatOA LSHEET.' 0. 12.W2914. CCRT/f"tCJt77ON: SES E.HOLT AND IA PAZ GARCtA HOLT L.So� � 2OF2 T CAl#VAS DESIGNED TO bE READILY REMOVED OR REPOS17-10 1!Do ' e •*• DURING PERIODS OF HIGH WIND VELOCITY SHALL BE POSTED WITH A LEGIBLE AND READILY VISIBLE DECAL OR PAINTEp SEE DETAIL"B" INSTRUCTIONS TO THE OWNER OR TENANT TO REMC)VE M . •; •; REPOSITION THE STRUCTURE OR PART THEREOF DI:RING SUCFC •ee PERIODS OF TIME AS ARE DESIGNATED BY THE U.S:WEA"ER BUREAU AS BEING A HURRICANE WARNING OR ALERT. CONNECTION SEE DETAIL"A" TYP • ••• • • • • •• • ee • • • • • •e• ee -w i r� C"" RECU E T 5 _XX y �- wy DISC 1 1 20114 2 Miami Shores Vi ago. DATE EPT FPT Y/ 1 TC rn;MPLIANCE_WITH ALL FEDERAL \ 1 . I 1 (-,P11 ITY RUI FS AND REGULATIONS l ALL MEMBERS TUBE D U E1.3150. .X14 GA (GALVANIZED GATORSHIELD) (UNLESS NOTICED OTHERWISE) 1/8 �1 TYPICAL CONNECTION NOTE: ISOMETRIC DETAIL "A" -DESIGN LIMITED TO STEEL AWNING -ANY CORRECTIONS,INK MARKS, SCALE:N.T.S. SCALE:N.T.S. WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. �� MILTON CUBAS, P. E., INC. DATE A 804/14 EL SOL AWNING DESIGN CORP. MR.-JAMES E HOLT CONSULTING ENGINEERS PE # 51902 SCALE 70 NW 31 st ST. AWNING 6-3" W X T-0" PROJ. X 2'4" H C.A. #27267 S.I. # 6999901 N.T.S. 1302 NE 125 ST DESIGNED MIAMI, FI. 33127 361 NE 97TH ST. NORTH MIAMI, FLORIDA 33161 PHONE: (305) 573 4757 PHONE: (305) 891-4174 FAX (305) 891-4175 D S.G. d elsolawnings.com RAWN MIAMI, FL.33138 www.miltoncubaspe.com E MAIL: miltoncubas@msn.com SHEET 1 of 2 . . ... . . . ... STRUCTURAL N 6 fi ES ' . . GENERAL NOTES: ALL DIMENSIONS AND CONDITIONS MUST +_ ViRIFI6D A TH��IEiL®. DO NOT SCALE THE DRAWINGS. FOLLOW WR61*. 'EN-DIMSAISbNS.6NLY. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO PROCEEDING WITH THE'APFF.CTfF_l9'eAff OF THE . . .... . . . . WORK. . . THE STRUCTURE IS DESIGNED TO BE SELF SOPP6RfINW kAt;9fABLE EXISTING AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S WALL EXISTING 5/8"STUCCO RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND LINE OF FINISH WALL. SEQUENCES TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS 3/16 DURING ERECTION. DESIGN WIND LOADS: } ` THE STRUCTURAL FRAMING WAS DESIGNED USING F.B.C. 2010, THE 2/\�{��-�/\ t T2"FOLLOWING SUPERIMPOSED LOADS. �' 3/16 1" STEEL ASTM A36 -- DESIGN WIND LOADS WERE DETERMINED IN ACCORDANCE WITH F.B.0 PLATE 2 X 2 X 1/4 2"-4 2010 AND ASCE 7-10. W/(1)WEDGE BOLT BY POWERS WIND VELOCITY : 115 MPH EXPOSURE CATEGORY: D z FASTENERS IMPORTANCE FACTOR : 1.00 GCPI: ± 0.0 3/8"0 X 3" MIN. EMBED. STRUCTURAL STEEL: 3" MIN. INTO CONCRETE OR FRONT VIEW GROUT FILL CELL MASONRY THE MATERIAL, FABRICATION, AND ERECTION OF STRUCTURAL STEEL SHALL SIDE VIEW (f'c=3,000p.s.i.) COMPLY WITH THE SPECIFICATIONS FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS, THE AMERICAN DETAIL "B" INSTITUTE OF STEEL CONSTRUCTION, AISC-ASD, 13TH EDITION, 2006. ALL PIPES TO BE NOMINAL DIAMETER GALVANIZED ASTM A501, Fy=36Ksi OR SCALE : N.T.S. APPROVAL EQUAL. ALL TUBES TO BE OUTSIDE DIAMETER, GALVANIZED GATORSHIELD, Fy=50Ksi.OR APPROVAL EQUAL. ALL ANCHOR BOLTS SHALL BE WEDGE BOLT BY POWER FASTENER WITH WASHERS UNDER THE TURNED ELEMENT. BOLTS SHALL BE TIGHTENED IN ACCORDANCE WITH THE TURN-OF-THE-NUT METHOD. G �� WELDING SHALL BE DONE BY AWS CERTIFIED WELDERS USING THE MOST RECENT AWS APPROVED TECHNIQUES. SHIELDED METAL ARC WELDING NOTE: (SMAW) SHALL USE E60XX LOW-HYDROGEN ELECTRODES. -DESIGN LIMITED TO STEEL AWNING ALL STEEL SHALL RECEIVE SHOP AND FIELD TOUCH-UP COATS OF PAINT IN -ANY CORRECTIONS,INK MARKS, WHITE OUT OR STICK-ONS WILL VOID ACCORDANCE WITH SSPC SPECIFICATIONS. THESE DRAWINGS AND CALCULATIONS. MILTON CUBAS, P. E., INC. DAO 04/14 EL SOL AWNING DESIGN CORP. MR. JAMES E HOLT" CONSULTING ENGINEERS PE # 51902 SCALE 70 NW 31 st ST. AWNING 64' W X T-0" PROJ. X 2'-4" H C.A. # 27267 S.I. # 6999901 N.T.S. MIAMI, FL.33127 1302 NE 125 ST DESIGNED 361 NE 97TH ST. NORTH MIAMI, FLORIDA 33161 PHONE: (305) 573 4757C PHONE: (305) 891-4174 FAX (305) 891-4175 s G. eisolawnings.com MIAMI, FL.33138 www.miltoncubaspe.com r E MAIL: miltoncubas@msn.com SHEET 2 of 2 a i % •• • • • % •• • MILTON CUBAS, P.E.;INS..:. : : : o:- 1302 N.E. 125 Street—North Miami—Florida 33161 Phone(305)891-4174 Fax(305)•891-4175 0 . . E-mail:miltoncubas@msi?&m• : • •: •: •: : • www.miltoncubaspe.con: • • •.. 000 000 000 000 000 0 .. . . ..PAGE. 116 • . . . • • . . COVER SHEET' : : '.• : : :•• ..• DATE: August 4, 2014 PROJECT: "MR.JAMES E.HOLT" AWNING 5'-3" W x 3'-0" PROJ.x 2'-4"H ADDRESS: 361 NE 97 ST MIAMI,FL. 33138 CLIENT: EL SOL AWNINGS DESIGN BY:GE This computation book contains manual and computerized structural calculations, certain printed manufacturer's data and Computation pages are numbered 1 thru 16. Computations were performed to the,best of our knowledge according to sound and generally accepted engineering principals and Code require nts, using nationally recognized computer software and in-house developed software. Prior to ommissioning into service,the in-house developed software was thoroughly checked by performing parallel -ual computa ons. The sign and seal provided herein are meant to cover all computation sheets pages 1 throe 6. Milton Cubas Certification Authorization#27267 F.L Reg. P.E# 51902 S.I. # 6999901 MILTON CUBAS, P.E.; INV4• • 1302 N.E. 125 Street—North Miami—Florida 33161 Phone(305)891-4174 Fax(3051891-1175 • E-mail:miltoncubas@msrt.:om• : • •; •; •; www.miltoncubaspe.corp • ••• 000 000 000 000 *00 .. . . .•PQ.(;E. 11/16 . ... . . . . .. . INDEX ..• : : •.• : : :.. ..• DESCRIPTION PAGE Wind Loads Calculations. 1 Frame with Lengths 6 Wind Loads Analysis 7 Load Combination Summary 8 Design Members Group 9 Combination Reactions (0.9D+W) 12 Anchors Wall Connections Design (Detail B) 13 r I r ! • • ••• • • • ••• •. •. • • . .. •• 1/16 . . . . . . . . . . • • ••• • • • • ••• MECAWind Version 2 . 1 . 0 . 6 P.ev"m 70-19 •; • Developed by MECA Enterprises, Inc. Copyright 2017 wnjO.mecaerlterpl-ises.4, ••• • ••• ••• ••• ••• ••• • Date 04/08/2014 Project No. Company Name Designed By Address Description •• • • • •• ••• •• City Customer Name + • • • • • • • • State Proj Location • • • • • • • File Location: D:\MILTON CUBAS 2014\AWNINGS\EL SOL AWNINGS\361 NE 97 ST MiAMi,•FL•• 3:13!8•\aAI.�\WIND CALC. (ASCE 7-10, 115 mph).wnd •• • • • • • ••• •• Directional Procedure Open Building (Ch 27 Part 1) All pressures shown are based upon STRENGTH Design, with a Load Factor of 1 Basic Wind Speed(V) = 115.00 mph Structural Category = I Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 7.33 : 12 Slope of Roof(Theta) = 31.42 Deg L: Roof Hor. Width = 10.00 ft D: Roof Length along Ridge= 5.25 ft Ht: Mean Roof Ht = 10.00 ft Type of Roof = Monoslope Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.00 ft lzm: Cc* (33/Zm)^0.167 = 0.19 Lzm: 1* (Zm/33)^Epsilon = 535.47 ft Q: (1/(1+0.63* ( (B+Ht) /Lzm)^0.63) )^0.5 = 0.97 Gust2: 0.925* ( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85 Figure 6-18A Open Building-Monoslope Roof L 0.51. 0.5 L C\ CINI 1h, 1 Gamma = 0 degrees, Clear Wind Flow . . . . ... . . . ... . . . . . . . . . . 2/16 • • ••• • • • • ••• Load Cnw Cnl Windward Wind Pri,as.•'Leswaikd JCi.nd fifes: Case Psf i •' ' i p'sf' % • • • • • • A -1.800 -1.800 -45.361 -45.361 B -2.480 -0.520 -62.497 -13.104 .• • • . •• •.• •• Gamma = 180 degrees, Clear Wipcj 9ClOw.* %• ;• •• Load Cnw Cnl Windward Wind Preg•• �4 tjAdOff#(;.grV#! Case Psf Psf ------ ---------- ---------- ------------------- ------------------ A 2.100 2.120 52.921 53.425 B 2.620 1.020 66.025 25.704 Notes: 1) Cnw- Net Pressures (contributions from top and bottom surfaces for windward roof surfaces. Notes: 2) Cnl- Net Pressures (contributions from top and bottom surfaces) for leeward roof surfaces. Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Pressure Along Ridge Ridge of Roof (Theta) Case Psf Psf --------------- -------------- ---- ---------- - -------- ------------ <= 10.0 Theta<=45 deg A -0.800 -20.160 B 0.800 20.160 Notes: 1) Cn- Net Pressures (contributions from top and bottom surfaces) . Notes: 2) Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. . . . . . . . . . . 3/16 • • ••• • • • • ••• MECAWind Version 2 . 1 . 0 . 6 per•. A 70-19 :•; : Developed by MECA Enterprises, Inc. Copyright 201: �.mecaer!erpl+ises.ccl0 •••: ••• ••• ••• ••• ••• • Date 04/08/2014 Project No. Company Name Designed By Address Description •• • • • •• ••• •• City Customer Name v • • • • • • • • State Proj Location • 0 0 • • • • •• • • File Location: D:\MILTON CUBAS 2014\AWNINGS\EL SOL AWNINGS\361 NE 97 ST MiAM;,•FL• 3�13fl\aAI(a\WIND C�I,C. (ASCE 7-10, 170 mph).wnd •• • • • • • ••• •• Directional Procedure Open Building (Ch 27 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of . 6 Basic Wind Speed(V) = 170.00 mph Structural Category = I Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 7.33 : 12 Slope of Roof(Theta) = 31.42 Deg L: Roof Hor. Width = 10.00 ft D: Roof Length along Ridge= 5.25 ft Ht: Mean Roof Ht = 10.00 ft Type of Roof = Monoslope Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 7.00 ft lzm: Cc* (33/Zm)^0.167 = 0.19 Lzm: 1* (Zm/33)^Epsilon = 535.47 ft Q: (1/(1+0.63* ( (B+Ht) /Lzm)^0.63) ) ^0.5 = 0.97 Gust2: 0.925* ( (1+1.7*lzm*3.4*Q) /(1+1.7*3.4*lzm) ) = 0.91 Gust Factor Summary Not a Flexible Structure use the Lessor of Gust1 or Gust2 = 0.85 Figure 6-18A Open Building-Monoslope Roof L 0.5 L 0.5 L cmv Caz Jh �A , 1 777 7 777 Gamma = 0 degrees, Clear Wind Flow . . . 4/16 . . ... . . . . ... Load Cnw Cnl Windward Wind Paas.••Leewe'rd Aind pies: Case Psf i •• • i psf• i i•i • • • • • • A -1.800 -1.800 -59.475 -59.475 B -2.480 -0.520 -81.943 -17.182 Gamma = 180 degrees, Clear WIpct T1Qw; :,0 ;• •• Load Cnw Cnl Windward Wind Pre4j.• s 4w%Ad•.W-;n(:j$rVVO Case Psf Psf ------ ---------- ---------- ------------------- ------------------ A 2.100 2.120 69.387 70.048 B 2.620 1.020 86.569 33.702 Notes: 1) Cnw- Net Pressures (contributions from top and bottom surfaces for windward roof surfaces. Notes: 2) Cnl- Net Pressures (contributions from top and bottom surfaces) for leeward roof surfaces. Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Pressure Along Ridge Ridge of Roof (Theta) Case Psf Psf --------------- -------------- ---- ---------- ------------------------- <= 10.0 Theta<=45 deg A -0.800 -26.433 B 0.800 26.433 Notes: 1) Cn- Net Pressures (contributions from top and bottom surfaces) . Notes: 2) Plus and minus signs signify pressures acting towards and away from the top roof surface, respectively. •. • . . .. .. 5/16 . .•. . . . . . . . PROJECT: MILTON CUBAS, P. E., INC. CCONSULTANT ENGINEER PE # 51902 SUBJECT:• GTRAADEAN .: 1302 NE 125 ST, NORTH MIAMI FL. 33161 PHONE: (305) 891-4174 FAX (305) 891-4175 ADDI49S: • ••• ••• ••• • E MAIL:miltoncubcs@msn.com www.miltoncubaspe.com DATE;•• ; • • "AgEk?No. • ••• • • • • •• • DESIGN IW: • • • • • ••• •• OF WIND LOADS EVALUATION FOR AWNING DESIGN BASED ON FBC 2010 AND ASCE 7-10 ENTRY DATA Wind 115 mph 20.2 psf (ULTIMATE) Wind Max mph (W2) 26.5 psf (ULTIMATE) Max Width(W) 5.3 it Bar Quantity 5 Bar Diameter 1.32 in H ,Bars Awning Overhang (P) 3.00 ft Awning Height(H) 2.33 It ==ma=y L BETWEEN BARS= 1.3125 ft L1 ?s��q ANALYSIS 1 (WIND 115 mph) 9 c S N Span 3.80 ft Tributary Width(L1) 1.3ft (f. Wind Pressure 20.2 psf 1 ::::, ,. •< /N°pyo Wind Load W1 26.5 Ib/ft Max Moment 47.8 Ib ft [GOV] ANALYSIS 2(MAX WIND SPEED) Span 3.80 It MEMBER TRIBUTARY WIDTH ANALSYS Tributary Width 1.32 in Wind Pressure 26.5 psf Wind Load W1 2.9 Wit Max Moment 5.2 Ib ft USE FOR AWNING DESIGN THE LOADS BASED ON WIND SPEED=115 mph 6/16 STEEL AWNING , Beta Tester for IES, Inc. Aug 04, 2014; 03:20 PM Load Case: DL(-Y)=SELF WEIGHT IES VisualAnalysis 10.00.0003 �j � � 0000•• // • • • 0000•• • • • s .0000• 0000 • • r 6 ft ..... e O � � ••:eGi i••GiG 00000 •• •• • ••Gee•• L=1,76 ftO O **Goes • • • • • • 0000•• • • . 0.000• • see 0000 7115 STEEL AWNING , Beta Tester for IES, Inc. Aug 04, 2014; 03:28 PM Load Case: WL(+Y)=20.2 PSF IES VisualAnafysis 10.00.0003 cS� i s �r �s cP� 0000.. .. 660000 0000.. 0000.. 0000 .0000. 0000 . 00000 66.06. . 00.. 00000 00 6 .. .. 6 6666.6 0 6 6 6 . 6 666666 0000.. 6 6 . . 0000.. 00 0 6666 0 Project: STEEL AWNING 8/15 Beta Tester for IES, Inc. August 04, 2014 D:\MILTON CUBAS 2014\AWNINGS\EL SOL AWNINGS\361 NE 97 ST MIAMI, FL. 33138\CALC\ Load Cases Load Case Design Checks Seismic Type Results 1 DL -Y =SELF WEIGHT -NA- -NA- Yes 2 WL +Y =20.2 PSF -NA- -NA- Yes 3 0.6D+0.6W»+Y Allowable ASD -NA- Yes 4 0.6D+0.7Di Allowable ASD -NA- Yes 5 D+0.6H Allowable ASD -NA- Yes 6 D+0.6W»+Y Allowable ASD -NA- Yes 7 D+0.75 L+0.6W+Lr »+Y Allowable ASD -NA- Yes Load Combination Summary Equation Combination: 0.6D+0.6W»+Y Combination: 0.60D + 0.75Fa*0 + 0.60W+Y Contributing Cases &Source DL(-Y)=SELF WEIGHT(D) WL(+Y)=20.2 PSF (W+Y) Equation Combination: 0.6D+0.7Di Combination: 0.60D + 0.70Di*0 Contributing Cases &Source DL(-Y)=SELF WEIGHT(D) Equation Combination: D+0.6H Combination: D + 0.60H*0 + F*0 Contributing Cases &Source • . :""' **so** DL(-Y)=SELF WEIGHT(D) •• •• • EquationCombination: D+0.6W»+Y • Combination: D + H*0 + F*0 + 1.50Fa*0 + 0.60W+Y """ • SSSS.. Contributing Cases &Source • ••' DL(-Y)=SELF WEIGHT(D) • SSSS.. . . SS0:00. WL(+Y)=20.2 PSF (W+Y) gooses •••••• . SSSS.. Equation Combination: D+0.75(L+0.6W+Lr) »+Y SSSS.. •• Combination: D + 0.75L*0 + 0.75Lpa(>100psf)*0 + 0.751-r*0 + H*0 + F*0 + 1.50Fa*0 + 0.45W+Y : : Sees:. :*sees Contributing Cases &Source : .•. :e e e e: DL(-Y)=SELF WEIGHT(D) •• Goes • WL(+Y)=20.2 PSF (W+Y) •S'• Pagel Visua/Analysis a.00(www.iesweb.com) 9/15 STEEL AWNING , Beta Tester for IES, Inc. Aug 04, 2014; 03:29 PM Design View, Unity Checks IES VisualAnalysis 10.00.0003 00 o o`' o 0 O ��V p 0 0 4' M 9 • 0 0.051 ...... .... . ..... O •••••• • • ••:••• O • • •••••• •••••• 0,032 • Ungroupdd Failed'*o*;•; Warn ig •. z 0.00 0.25 0.50' ' t1;75' 1.0{3 Project: STEEL AWNING 10/16 Beta Tester for IES, Inc. August 04, 2014 D:\MILTON CUBAS 2014\AWNINGS\EL SOL AWNINGS\361 NE 97 ST MIAMI, FL. 33138\CALC\ Design Group Results Design Group: MEMBERS per AISC ASD (2005) Designed As: Pipe 1.31 x 0.083, Material: \SteeIWSTM A992 Grade 50 Combined Check Member Result Offset Code Unity Details Name Case ft Ref. Check V002 0.6D+0.6W»+Y 3.31 H1-1b 0.07 OK KL= 3.31 ft, Cb = 1.00 , Lb = 3.31 ft Axial Check Member Result Offset Demand Fx Capacity Fx Code Unity Details Name Case ft Ib Ib Ref. Check V002 0.6D+0.6W>)+Y 3.31 33.22 5242.72 E3-2FB 0.01 OK Lu = 3.31 ft, KL= 3.31 ft Strong Flexure Check Member Result Offset Demand Mz Capacity Mz Code Unity Details Name Case ft Ib-ft Ib-ft Ref. Check • V002 D+0.6W»+Y 3.31 16.64 314.80 178-1 0.05 OK 3-b ac 3.31 fr, •• •;• C6 =1.00 :0. '. '. 0000 0000.. Weak Flexure Check •0.0 0• 0000 . . . . Member Result Offset Demand My Capacity My Code Unity 0.... D&M H .0 .. Name Case ft Ib-ft Ib-ft Ref. Check•••••• •• ••• V002 0.6D+0.6W»+Y 0.00 -5.88 314.80 F8-1 0.02 OK .. •• •,• 0000.. Strong Shear Check •••••• Member Result Offset Demand Vy Capacity Vy Code Unity : Details. Name Case ft Ib Ib Ref. Check ..:. V002 0.6D+0.6W»+Y 3.31 35.82 2885.45 G6-1, 2b 0.01 OK Page 1 Visua/Analysis a.00(www.iesweb.com) Project: STEEL AWNING 11/16 Beta Tester for IES, Inc. August 04, 2014 _ D:\MILTON CUBAS 2014\AWNINGS\EL SOL AWNINGS\361 NE 97 ST MIAMI, FL. 33138\CALC\ Weak Shear Check Member Result Offset Demand Vz Capacity Vz Code Unity Details Name Case ft Ib lb Ref. Check V002 0.6D+0.6W»+Y 3.31 3.17 2885.45 G6-1, 2b 0.00 OK ...... . .. ...... .... . ..... ...... . . ..... .. .. . ...... . . . . ...... Page 2 Visua/Analysis a.00(www.iesweb.com) 12/16 STEEL AWNING , Beta Tester for IES, Inc. Aug 04, 2014; 03:35 PM Result Case: 0.9D+W »+Y IES VisualAnalysis 10.00.0003 I� OD 16 LL ►- } LOAD REACTIONS GOV, ANCHOR WALL DESIGN SEE DETAIL B • • ••••% •• •• • •••••• . . ... . . ... •• .. . . % 13/16 Com an name: • • • •Soo 0 • • • • Project: Date:04/08/2014 Version:2.1.5305.27139 Project number: •; ; • •; •; •s ; • Page: 1/4 • • . . . %0 GEOMETRY: .• . . . •• ••• .. . ••• • • . • •• . 1 1 I 1 1 I I I r I o Qd k dy i irF _ LOAD ACTIONS: [Ib]. [ft-Ibl Z Design loads/actions Nu Nu 134 Y Vux -63 tt >Muz /Vu Vuy 55 '................ �. ...... Mux -23 My M UY 0 - - -f —► X Muz 0 V U VAX Mu, Eccentric profile ................._.............._.--........_-._............_._.._..........— -..._......-- ex= 0.00 inch;ey= 0.00 inch Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. powsrs.com-Powers Fasteners(see webske for regional contact iMormatlon) . ... . . ... % . . % 14/16 . . . . . . . . . . Company name: 00 • Project: Date: 04/08/2014 • Version:2.1.5305.27139 Project number: •; • •; •; •; • Page: 2/4 ••• ••• ••• ••• ••• • SUMMARY: .. . . . .. ... .. Selected anchor: Wedge-Bolt+-3/8"(1.425) ; hnom 2-1/8", GrePe• �! • Effective embedment depth: hef= 1.425 inch Approval: ESR-2526(7/1/2012) Issued:01/07/2012 Basic principles design: Design method: ACI 318-08(Appendix D) Concrete: Normal weight concrete,cracked concrete,f c= 3000 psi Load combination: taken from Section 9.2 Reinforcement: none edge reinforcementor<#4 bar Condition B Stand-off: not existent Seismic Loads: No Resulting anchor forces/load distribution: Anchor No. Tension load Shear load #1 470 Ib 84 Ib Y Maximum 470 lb 84 lb X Max.concrete compression strain: 0.15 a/oo Max.concrete compression stress: 666 psi Resulting tension force: 470 Ib Resulting compression force: 336 Ib Calculations: Design proof Demand Capacity Status Tension load 470 Ib 1030 lb 0.46:5 1.0 Shear load 84 lb 1109 Ib 0.08:5 1.0 OK Interaction - - 0.44:5 1.0 Anchor plate: Material: fyk= 36000 psi Length x width: 2.00 inch x 2.00 inch Actual plate thickness: 0.250 inch Calculated plate thickness: not calculated Profile: none selected input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. powers.com-Powers Fasteners(see website for regional contact informatlon� y . . . ... . . . ... .. .. , . .. .. 15/16 . . . . . . . . . • „ �' �IPrqject: Com an name:., I� , � P Y . ... __— __ ____. Date: 04/08/2014 Version:2.1.5305.27139 Project number: •; 004 • •; •: • •� • Page: 3/4 DESIGN PROOF TENSION LOADING: ••• •• ••• ••• • Reference Steel strength: .. . .. ... ., . ... . . . . .. D.5.1. = 10300 Ib . ;', Nsa .. . . . . . ... .. (P * Nsa = 0 * Nsa= 0.65* 10300 Ib= 6695 Ib D.5.1.2 Nua =470 Ib Design proof: Nua/ (0)* Nsa) = 470 Ib/6695 Ib= 0.07:5 1.00 Concrete strength: hef = 1.425 inch kc = 17.0 Nb = kc*fc'0.5* hef1.5 = 17.0* 54.77* 1.701 = 15841b D.5.2.2 ANcO = 18.15 inch2 ANc = 18.15 inch tPec,N,x = 1.000 D.5.2.4 tPec,N,y = 1.000 D.5.2.4 4ied,N = 1.000 D.5.2.5 Wc,N = 1.00 D.5.2.6 Cac = 2.75 inch 4/cp,N = 1.000 D.5.2.7 4) * Ncb = 0*(ANc/ANcO)*Wec,N,x*Wec,N,y*Wed,N*tVc,N*Wcp,N*Nb D.5.2.1 = 0.65*0 8.15/18.15)*1.000* 1.000* 1.000*1.00*1.000* 1584 Ib= 1030 Ib Nua =470 Ib Design proof: N ua/ (4)* N cbg) =470 Ib/ 1030 Ib= 0.46 5 1.00 DESIGN PROOF SHEAR LOADING: Reference Steel strength(without lever arm): Vsa =4825 Ib D.6.1 0 *Vsa = 0 *Vsa= 0.60*4825 Ib= 2895 Ib D.6.1.2 Vua = 84 Ib Design proof: Vua/(4)*Vsa) = 84 Ib/2895 Ib= 0.03:5 1.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. powers.wm-Powers Fasteners(see website for regional contact information). - o .. .. . . .. .. 16/16 • •bWers r Company name: i i •e• i i i i •A.A, Design Assisf _ _— Project: Date: 04/08/2014 Version: 2.1.5305.27139 Project number: •: • ;• ; •; •; ; • Page: 4/4 • • • • ••• Pryout strength: ••• •.• ••• ••• •.• ' • hef = 1.425 inch •• • • • •• •e• •• • • • • • • • • kc = 17.0 : : : : : :'• .. . • • • ..• •. Nb = kc*fc'0.5* hef1.5= 17.0* 54.77* 1.701 = 1584 Ib D.5.2.2 ANc = 18.15 inch ANcO = 18.15 inch 4)ed,N = 1.000 D.5.2.5 4lcp,N = 1.000 D.5.2.7 4lc,N = 1.000 D.5.2.6 kcp = 1.0 D.6.3.1 4) *VcP = (P*(ANc/ANcO)*4ted,N*Wcp,N*Wc,N*Nb*kcp = 0.70*0 8.15/ 18.15)* 1.000*1.000* 1.000* 1584 Ib`1.0= 1109 Ib Vua = 84 Ib Design proof: Vua/ ((0*Vcp) = 84 Ib/ 1109 Ib= 0.08:5 1.00 COMBINATION TENSION/SHEAR LOAD: Interaction: Design proof: (Nu/ (0* Nn) +Vu/ (0*Vn))/ 1.2= (0.46+ 0.08)/ 1.2= 0.44:5 1.0 Fastening okl WARNINGS/REMARKS: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. powers.com-Powers Fasteners(see website for regional contact Information).