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Home My WebLink AboutConstruction Plans`•p`1dCi��7�`> a ` > '.r,�a,i. t S' `fit ' 1 + "r {113 ^ t f7fA I L 1 111 rf Ifs ` 1 Cd� 'tiyhi±�li�l"Y ol r � '� � s"�fr�r,� r: ' is 11 • •Z E� . o J , _ C�sa of ri t 1• Y ill ,r,}'"`, �'�fl/~"r �� '\�bwl ,�9�,.r �;r gglut �;�rii1� � r (�� /,�r�� r -f' �+• ,f t S � R s ., x i + 4 �' " ri .•+(• 3 J' Vi\k kA. \ „ J, �N ti t� a+ x w �• tt1 \ ♦ f {{4.rc, �t '�� F Ir3rr r/'/� i :fr rlfiyiy'�1 tY�bC yi\ � a}l��j ( rw e 1� tY p 1i� t '�� y�� 1 � ltk, .,' x�at ,�ij� a ,�`y tr l ` ".� 1 j`•., _,its II 1 r' l•Lf� 1'ki +k ai, {t3.'�1�"�i i yy f f t • irn� rG 'Fr V0 R 71RLAND17 eJ oD EzR,4WING INDEX � ww OL SHEET pESCRIPTION oo ,z., , RWWt h T-1 GO�/ER SHEET ,Ft c .` C-7 ,,ram-ITE PLAN ^KEY MAP ^DRAWING INDEX 55 V A-1 BUILDING &CODE DATA GENERAL NOTEB wR¢ W WANSKUB1 A-2 FLOOR PLAN 2Ow AmcHITECTURE auJ a RESIDENTIAL A-3 BUILDING SECTION oat COMMERCIAL mot TIKI HUT S-7 FRAMING DETAILS \ Iz-ar DESIGN S-2 FRAMING DETAILS \ oow EVELOPMEN 4788 HAN9ARD AVL w0, NORTH PORT. FL S-9 FRAMING DETAILS Gua n 941. De4 T 4 q 1 �ww n 941. D84. 9999 JJJU ro14. °`N \ 0.1 E:94 nw um@A "flwN S-4 PALM FROND DETAILS 1=5-5 PALM FROND RATIONAL ANALYSIS CALCULATION ¢wW JOHN P. WANE3KIIIS Fps RA. NGAR9_ ORO, JIM= S-6 STRUCTURE WIND CALCULATIONS un is / // '° .y,, PI., ❑CONNECTICUT Wes,`�tg \ do RED,#ARI 0013326 5-7 STRUCTURE WIND CALCULATIONS `,��• / / �k• \ iWa ■FLO RIDA 25p w¢w RED.#AR 93 / vR ama ❑ILLINOIS / b9C\ itz � ReG.#001.014E42 / GMAT r•4w ❑MASSACHUSETTS / / �,6� ♦ CCIw RED.#32317 wwm ❑NCARB 0�� RED.#67566 7678 Wexford Way, Port St. Lucie, FL 34986 e°�'�4y, 't / / " ;61 ❑NEW JERSEY 11M ORLANDO �' —' vy C�� J / y9 iuw RED.#R169200 �� mix ONEW K .#03 YO034472 �16ow ❑NORTH CAROLINA Rep.#O 1 4537 ZED ❑SOUTH DAR13LINA Qw oRE AS#AR 9931 6" / a.a i�A$ aTp W _ ' ap,51 6 ED.#21 153 1•--•, _ i ... .�,: I ro y s9 .I N1.m J¢719 pam ❑WYO Msz65 ✓ V�. + WILLOW PINES ! oy uU roa9 @DN ``P s.se "S IIV e.P/L¶9i 1V^/ 6 i it £SCARBOROU6H I Q�pGO'*.a py.9Vp /W 8 I I �\ Op• o it F t 9 MAID9TONE, 1 /(� �9 �y / h'lO'' zpo ,•'�OHN S/(�/S '': wwi • I : a a41r, wom pON •. fiD /C~i h rt 1 SSg4 / ,S ,� ¢zw Is •., /22/•t ampamn Flan za r' % ty W / h '�J"a E............ eNy<tllrawZ w=F VALID ONLY IF 91 N D. SEALED & DATD 155�9 ry<o u' 7678 Wexford Way, P9rt. .,u DRAWING TITLE St Ludo, FL34986 a w NIIc �. L1°a s11,'zaw l �f e O .� THE RESERVEkml a / MIN. ETB CK REQ ¢za ww fq lega:y Cmll&Tervds Club twa FRONT 4c me. D 6IDE5 �y e o¢� N. REV. DATE MR SIDE PROJECT/ LOCATION 3¢ TIKI HUT 'I REAR f HJ3J °¢;o for _ iui) ZNG. 'JNZ jmo 7678 WOXFORG WAY TECH. .. ay3a au PORT BT WCI9, PL. b BIw9:'1 UNJ = DRAWN BY1 JPW ----�S30IS L9 CHECKED BY: JPW 1N0213 PROJECT # 20-2701.048 C �jI *bO'd>1Od81OS AIN a DATE127JANUARY2020 KEY h�l.��" ITC/ L.a1N O SHEET NO. 2 OF 12 m� 22 �° BUILC'�ING COL�B C�,4T,aa GHNSI�,gL NOTB�.�--- mm um _ 0° 0, 1. USE GROUP: (U) UTILITY - ACCESSORY STRUCTURE 1. ALL FASTENERS SHALL BE FASTENMASTER TIMBERLOK HEAVY DUTY WOOD SCREWS, FASTENERS SHALL GO THROUGH SECONDARY MEMBERS AND HAVE A MINIMUM 2" '^- 2. CONSTRUCTION CLASSIFICATION: TYPE VB (UNPROTECTED) EMBEDMENT INTO MAIN MEMBER. W�� -• -- 3. PROP05ED DESIGN: ONE STORY TIKI HUT - RECTANGULAR 02 FT x 16 FT) 2. ALL PROPOSED WOOD PILES SHALL BE PRESSURE TREATED (P.T.) SOUTHERN YELLOW m €ci PINE, GRADE 2. ALL PROPOSED WOOD RAFTERS AND PURL -INS SHALL BE SOLID BLONDE W=n WAN S KU S 4. STRUCTURE HEIGHT: 14'-O° BALD CYPRESS, GRADE 2. Zso AOCHITEOTURE 5. STRUCTURE AREA: 192 SF - 232 SF (CANOPY AREA) S. PALM FRONDS SHALL COVER PURLIN5 TO PROVIDE A WATER RESISTANT ROOF. PALM 0 54 REBID&NTIAL FRONDS SHALL BE STAINLESS STEEL NAILED INTO PURLIN5, 2 PER FROND 0 TOP E 1 f °am. COMMERCIAL 6. DESIGN LOADS: LIVE LOAD = 21.77 PSF (DOWNFORCE) -21.77 PSF (UPLIFT) BOTTOM). D ram TI KI NUT 1 DEBIDN DEAD LOAD =10 PSF `L.l DEVELD�MENT 4. NO PLUMBING AND ELECTRICAL WORK SHALL BE INSTALLED. Zmm 4785 HAMARD AV¢. 7. STRUCTURE DESIGN WIND SPEED: 160 MPH mim. FOR "ULTIMATE DESIGN WIND SPEED" ;a,,, NORTH PORT, FL n 941. 864. d FL S. ALL WORK -SHALL BE INSTALLED SHALL BE OF THE HIGHEST QUALITY FOR EACH ,mm n 941, e54. E995 8. WIND IMPORTANCE FACTOR 1.00 RESPECTIVE TRADE. ¢mY EnmA"41mD®AmLm°" 9. WIND EXPOSURE: B - CATEGORY 1 6. UNLE59 OTHERWISE NOTED (U.O.N.), ALL WORK SHALL BE GUARANTEED FORA MINIMUM mam .mW JDMN P. WANSKLIS OF ONE (I) YEAR FROM THE DATE OF OCCUPANCY. Foo RA. NCARB. CGC. CCC 10. THE INTERNAL COEFFICIENT= O �o; ❑co NN1NECTICUT 7. ANY SUBSTITUTIONS SHALL BE APPROVED IN WRITING BY OWNER AND ARCHITECT. WEZ REO.ifARI DO 1 33ZG 11. ALL NEW STRUCTURES ON THIS PLAN ARE DESIGNED AS OPEN. iWa ■FLO RI DA RED.#AR 93250 8. DO NOT SCALE DRAWINGS. DIMENSIONS SHALL BE USED FOR LAYOUT PURPOSES. ANY Wmm 12. MAIN FRAME STRUCTURE IS DESIGNED FOR HURRICANE LOADS A5 PER ASGE 7-10. DISCREPANCIES SHALL BE REPORTED TO THE ARCHITECT IMMEDIATELY FOR CLARIFICATION, wir ❑ILLINOI S RED.#OD 1 •01 4842 13, FASTENMASTER TIMBERLOK SCREWS TO PENETRATE A MINIMUM OF 3 INCHES TO 9. THESE PLANS HAVE BEEN PREPARED WITH THE 2017 FLORIDA BUILDING CODE, LIFE "W o0w ❑MA9SACHUSETTS RE043231 7 RESIST THE DESIGN WIND FORGE. SAFETY CODE, FLORIDA FIRE PREVENTION CODE. TO THE BEST OF MY KNOWLEDGE, SAID ❑NCAR9 PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE MINIMUM BUILDING CODES 05'3 RED.#67566 AND THE APPLICABLE MINIMUM FIRE SAFETY STANDARDS AS DETERMINED IN ;mm ❑NEW JERSEY ACCORDANCE WITH CHAPTERS 553 AND 633 LAWS OF THE STATE OF FLORIDA (FBG 106.1 W,L I RED.#Z 1 AID 1 1692oD r£1093.6.4.4 ❑NEW YDRK RED,#03-034472 10. THE CONTRACTOR SHALL CONTACT"SUNSHINE STATE" ONE CALL, FPEL, AND ALL im, =oW ❑NORTH CAROLINA RED.#O1 4537 OTHER L.Mi-17Y COMPANIES PRIOR TO ANY WORK ONSITE OR OFFSITE 50 THAT THE EXACT mm; ❑SOUTH CARD LINA LOCATION OF ALL UTILITIES CAN BE DETERMINED. i"W RED.#AR 9931 awm ❑TEXAS 11. IF EVIDENCE OF THE EXISTENCE OF HISTORIC RESOURCES IS DISCOVERED OR OBSERVED �Wa RED.#21 1 53 AT DEVELOPMENT SITE OR DURING DEVELOPMENT ACTIVITIES AFTER FINAL APPROVAL, omm pxm O VJYD M I N G RED•#C•3265 ALL WORK SHALL CEASE IN THE AREA OF EFFECT AS DETERMINED BY THE DIRECTOR. THE DEVELOPER OWNER, CONTRACTOR OR AGENT THEREOF SHALL NOTIFY THE DEPARTMENT ti4 OF HISTORICAL RESOURCES (HISTORY CENTER) WITHIN TWO WORKING DAYS.@i u ,�rGO ... ,O,Q� ''• EXAMPLES OF EVIDENCE OF HISTORIC RESOURCES INCLUDE WHOLE OR FRAGMENTARY ��; y�P' y STONE TOOLS, SHELL TOOLS, ABORIGINAL OR HISTORIC POTTERY, HISTORIC GLASS, Zao HISTORIC BOTTLES, BONE TOOLS, HISTORIC BUILDING FOUNDATIONS, SHELL MOUNDS, SHELL MIDDENS OR SAND MOUNDS. THE DIRECTOR SHALL ASSF-55 THE SIGNIFICANCE OF mZm o;m pip'• Eo THE FINDS AND MITIGATE ANY ADVERSE EFFECTS AS SOON AS POSSIBLE, BUT NOT LATER Ciy';• THAN THREE WORKING DAYS OF NOTIFICATION. ��W W 1 /20,: �✓\� .....RG. ED A IF ANY HUMAN SKELETAL REMAINS OR ASSOCIATED BURIAL ARTIFACTS ARE DISCOVERED ;�4 amp AT DEVELOPMENT BITES OR DURING DEVELOPMENT ACTIVITY, ALL WORK IN THE AREA VALID ONLY IF SIGNED - SEALED A DATED MUST CEASE, AND THE PERMITEE MUST IMMEDIATELY NOTIFY THE NEAREST LAW <:i ENFORCEMENT OFFICE AND NOTIFY THE DEPARTMENT OF HISTORICAL RESOURCES WITHIN AD DRAWING TITLE TWO WORKING DAYS. ACCORDING TO CHAPTER 872, FLORIDA STATUTES, IT 15 UNLAWFUL CODE TO TO DISTURB, VANDALIZE OR DAMAGE A HUMAN BURIAL. zoo km: NOTES pia ;m° {� coo ma a6N mmo NO. REV. DATE Z°� PROJECT/LOCATION 3mb TIKI NUT A CAW Jl" ORL..ANCO <� MR C��_I'AA -To aru 7678 WRXPORO WAY PORT 6T LUCI®, PL AID Q •O'qA♦ = DRAWN BYI JPW L7 E OHECKED BYI .JPW PR04ZMT # 20-2701.046 } DATE12 .JA.i�1LAARY 202� a SHEET NO. C3 L3 /d6b%-1 101 3OF 12 NJ �2 o oN wm WLL NN we Nwm 6f Y' wiW _ A N N J €Mom A-3 2:N WANBKUB A i8a MCHITECTURE 1�1_OII dos Na: RESIDa NTIAL O mo: COMMERCIAL TIKI HUT .N WZ aNW DE13ION & DEVELOPMENT ... 476e HANIIARD AVE. NORTH PORT FL TI 941. 064. K994 ` omF n 041. 564. 0905 willul EDrnRe,Nn®AD�New I n¢_m w Nmw JOHN P_ W-ANSKLJS I I z2, RA. NCARS• CSC. CCC 9.3 ,,ui ❑CON.NEC OI33Z TICUT REo.#AEI fi orce ■FLO RI OA TIKI HUT ama RED. AR 93250 OILLINOIS I II I 11_OII w.z �ww REG.#OO i-014B42 7- ❑MASSACHUSETrS REG.#17 100�7112 \ x 1 S / ptw yw,• ❑NCAR8 I \\ (1.�2 SF) I o}j w>w RED.#675 ❑ NEW JEE RSY REo.#21 AIO1 1 69200 // Tm 3}� ❑NEW YO RED.#03.03434472 I10" DIA. SOLID _ I 0 iwo =;w ❑NORTH CAROLINA REO.#O14537 BALD CYPRESS I ;w5 nW ❑SOUTH CAROLINA REo.#A9931 R GIRDER T \ (TYP) ` (�' `r za°aw m JwN ❑TEXAS RED.#21153 J// RIDGE � I imi Z ❑WYOMING / E �F� RED.#C•3265 Wma »m / gE0..F.O,Q w'z� xNo We:9 Kos I 101, DIA. PRESSURE TREATED I wic i 1�NN :. jOF. I (P.T.) SOUTHERN YELLOW \ PINE COLUMN (TYP)°W I M. 25 c~i n'iS•.? �/20,:� m W N I I .Qa 61} aN2 ED ARC' \ �Ny azz £aw tmw a0N VALID ONLY IF SIGNED SEALED S DATED DRAWING TITLE FLOOR ------------ — PL 4 V _ OVERHANG O Waw kaz 3mm (CANOPY AREA) A CO Fe�� mew io5 NO. REV. DATE _Ql VV ��OtijAOFojm9 Sew Q;o PROJECT/LOCATION TIKI NUT for �LOOF2 �L,�N N wo a1Fu JIM ORL ^NCO 7678W"uale, WAY PORT ErrF20 Fri — DRAWN BYI JPW OHEOKED BYI JPW PROJ6OT # 20-2701.04.6 } oATE12 JANUARY 2020 IL C) SHEET NO. ° /,tolb%-2 ® 4DF 12 PALM FRONDS NAILED INTO PURLINS, 2 PER FROND 0 TOP $ 1 BOTTOM - TYP). PALM FRONDS TO BE FLEXIBLE AFTER INSTALLATION TO RELEASE WIND PRESSURE. (DESIGN IS AN OPEN STRUCTURE. A N.O.A. FOR PALM FROND ROOF IS NOT REQUIRED). SEE PALM FROND RATIONAL ANALYSIS CALCULATIONS - (DRAWING 9-6) 12 10" FASTENMASTER TIMBERLOK SCREW FROM 8 RAFTERS INTO BEAM oho S-3 15" FASTENMASTER TIMBEIRL.OK SCREW FROM BEAM INTO PILES (COUNTERSUNK) FINISHED GRADE a.ffiuiio SOLID 0lu C CYPRESS � Q HEADER - 0o,nnc O O V 1 lL W Wa I 8" SOLID P.T. PINE 111 W PILE (TYP) 2 0 ID 0" DIA. SOLID CYPRESS RAFTERS @ 0-0" o/o (MAX. - TYP) \ 10" FASTENMASTER TIh1BERLOK SCREW FROM COLLAR TIE INTO RAFTERS 3" SOLID CYPRESS PURLINS 11 BEAM HAS LINCOLN 11—OII LOG STYLE CUT P.T. (PRESSURE TREATED) PINE TO BE FACETED TO RESEMBLE NATURAL BLONDE CYPRESS (TYP) =J1—II1=1�—�=)Jj=jjj=Jll—jjj=11=L1— —i =Ll =LLI—111=lli=1 - 111—I I I=11-1 f i=111-111-111-111-111= I I —I I f—I 11=1 I I —I 11-111—TI—I 11=1 I I —I I I =III_ -I I I- IL1-1T1=1ZI-1I-11�-I�_17I- -III- =1T= =IL=1 I I-]ZI =1 311-I I -. I I-III-1--J1-III-III-I 11=1 I I -III -III -I .. .. 1�=L---1ll=iii—III=III=L-1�--LTI=L= 31 I —I I I —I I I —I 11=1 I I —III —I 11=1 I I—ITI=1 I f-11 I I —III 11=1 11=1 I I —I 11=1 11=1 I I =M MIJj-1Tf-1Jj-J)ll-1 I I-11�=1 1= I -I -I 1-1Tf Tll-III-�-I pe �11-11-1I I-11 r1 I1- Ill-ll1==111-111- =1 1=1 1=f 1-11-1-III-�-11 I V LTI=Jll-1 -1 1-I�1-J1j 11 I-1 1=1TL-=111=]�[ - III 1 -1 I �_�- 111=1 I I -III -III- I I -III -III -I 11=1 I I- I I -I 11=1 I I� I I,rl -_- I I -I I I� I I� I I -I 11=ITI 1 111 111 1�1T1j IJLm1 11T1 1IT1 1 1 1 ill1 i 1 I IJ)I 11�-1 I_II I II 111 ST F C D F 11 �Mp 0R ---------------- PILE TO BE EMBEDDED A MINIMUM 4'-0" INTO UNDISTURBED SANDY SOIL (TYP) BQ�. cofiN CF MIN. BEARING CAPACITY: 3,557 LBS. (2,812 LBS - LIVE LOAD (WIND) 745 LBS - DEAD LOAD SKu RESIDENTIAL COMMERCIAL TIKI HUT DESIGN ❑CONNECTICUT RED. ARI 0013326 ■FLO RI DA REa.4FAR 93250 ❑ILLINOIS RED.#DO 1.0 14842 ❑MASSACHUSETTS REa.#3231 7 ❑NCARS REa.#67566 ❑NEW JERSEY REa.#21 AIO 1 1 69200 ❑NEW YORK REa.#03-034472 ❑NORTH CAROLINA RED.#O 1 4537 ❑SOUTH CAROLINA RED.#AR 9931 ❑TEXAS REa.#2 1 1 53 ❑WYOMING NUT �Nw Jor im ORLANI70 I"0o 767® Wexrc;p= WAY t�Fu PORT 6T LUCI®, PL F' DRAWN BYI JPW 19 ONECKED BYI JPW �• PROJEOT # 20-2701.048 } oATE12 JANUARY 2020 a SHEET NO. SC4LH: MASS' = 9=0" SC,oaLHe I/=" c T-O" 10" FASTENMASTER TIMBERLOK SCREW MIN. 4° ATTACHMENT: TENSION: 1,215 FT. LBS/SCREW SHEAR 905 FT. LB5/SCREW BENDING: 187,300 PSI/SCREW DIA. SOLID BLONDE BALD CYPRESS IDLE. 7 FASTENMASTER SCREW (TYP) >" DIA. SOLID BLONDE BALD CYPRESS AFTER. (RIDGE CONNECTION) ^IA. SOLID BLONDE BALD CYPRESS ,LAR TIE. 'ASTENMASTER SCREW (TYP) A. SOLID BLONDE BALD CYPRESS TER. RED/E yEp r. c A R c/E co IVCF socc UMTy (R-4FTER - COLL...a.R-TIE CONNECTION) SKUS RESIDENTIAL COMMERCIAL TIM HUT DES113N ❑CON.NECTICUT RER.KARI 001 3326 ■FLORIDA REG.#AR 93250 ❑ILLINOIS REG.#OD 7 -0 1 4842 ❑MA85ACHUSETTS REG. 32317 ❑NCARB REG•#6756r ❑NEWJERSEY REG.#2 7 AID 7 1 69ZDD ❑NEW YORK REG.#03-034472 ❑NORTH CAROLINA REG.#D 1 4537 ❑SOUTH CAROLINA REG.#AR 9931 ❑TEXAS REG.#21 1 53 ❑WYOMING -xLL TIKI NUT (00 for I;w JII"I ORLANOO �� 7079 WR%PORD WAY PORT 6T LUGI6, PL DRAWN SY1 JFW Lq CHECKED 9Y1 JFW E PRDJECT # 20-2701.046 )r DATE127 JANUARY 2020 a 0 SHEET NO. Ll ,n. D W> 116 2" (SD) GRIP -RITE HDG COMMON NAIL 3 V2' OOD) GRIP -RITE HDG TIMBER -TIE NAIL #7 x 5 1/2" (4OD) GRIP -RITE HDG STEEL RING -SHANK NAIL V (SOD) GRIP -RITE HDG TIMBER -TIE NAIL 10" FASTENMASTER TIMBERLOK -SCREW MIN. 4' ATTACHMENT: TENSION: 1,213 FT. LBS/SCREW SHEAR: 965 FT. 1-55/9CREW BENDING: 167,300 PSI/.SCREW 6" (60D) GRIP -RITE HDG TIMBER -TIE NAIL om 3" x 4" PRESSURE TREATED (P.T.) CROSSBARS @ 24" o/c id TAMKO 90# (36" WIDE) SLATE SURFACED R, ROLL ROOFING (RUSTIC CEDAR COLOR)�� 10" FASTENMASTER SCREW (TYP) a=a WANB 3 1/2" 06D) GRIP -RITE HDG TIMBER -TIE NAIL ;9° � ""` a°< a> RESIDENTIAL IDEN IAL & 2" x 4" PRESSURE TREATED (P.T.) SOUTHERN -°F DD HU AL TIKI KI HL1T YELLOW PINE BRIDGING (TYP) p° ow oENT DEVELLOAPMPM D 3" DIA. SOLID BLONDE BALD CYPRESS z.a 5a� 47ee NANGMDAVE. n" 971H NM ssva n vat. eea. evve PURLIN. Bm€ eR.v.D.@.vLavw 6" (600) GRIP -RITE HDG TIMBER -TIE NAIL ;C; ❑cDNNECTICUT Wa£ �mw RED.9ARI 0013326 ■FLDRIDA #7 x 5 1/2" (40D) GRIP -RITE HDG STEEL ama RED. AR 9325O ❑ILLI RING—SHANK NAIL I,z RED.#001-014B42 001- :`vw ❑MASSACHUSETTS RED.#3231 7 6' DIA. SOLID BLONDE BALD CYPRESS Y°' ONCARS RAFTER. o�� RED.#67566 ❑NEW JERSEY w>6 RED.#21 AID1169z00 m.. ON EW YDRK RED. 133.034472 ❑NORTH CAROLINA (PURLIN RIDGH C4P CONNECTION) pow RED.#0H 537 CA ❑SOUTH CARD LINA °u RED.#AR 9931 wwo OTEXAS ama RED.#21153 uw ❑WYOMINS -Z NO. REV. DAT PRDJCMT/LD CATION TITKI MU v Q0° -rl for JIWI ORLANOO 176'7B WlXPORD WA a w PORT BT L.UC16, RL L, A, DRAWN BYI JPW c,Y OHEDKCD BYI JPW PROJEOT # 2O-27O1.O45 DATE127 JANUARY 2O2C IL SHEET NO. ® �' 2 SABLE PALM FROND STALK z to 2" GRIP -RITE rod HDG STEEL NAIL THRU TWO (2) r 2" SPACING (MAX) ow PALM FROND STALKS INTO PURLIN �,� II 3" PA. PRESSURE TREATED g€ (P.T.) PINE PURLIN Nit WANSKU9 2" GRIP -RITE rod HDG STEEL NAIL THRU }; �CHITECTIIRE PALM FROND STALK INTO PURLIN oar REBID&NTIAL 1 COMMERCIAL TIKI MATURE SABLE PALMETTO ram 620 DEHIDUN DEVELOPMENT PALM FROND (24"W x 3ro"H) o.m 4700 HANNARD AVL NORTH PORT FL TI 941. 004.8994 n 041. 00MMIL4 995111111111 pmI E11V4M4I�D®ARL¢RM >F 6Q0 Q10 4� JOHN P. WANS KLl L3 RA. NCARB. CGC. CCC ❑CONNECTICLIT RED.##ARI 0013326 Fps ai Ex "mc NFLO RIDA urcm $94 RED. AR 93250 ❑ILLINE319 .Ji �•W REG.#001.014842 I, jl, "+ oz. ❑MASSACHUSETPS RED.#32317 1y I r� oko�� ❑NCARB REG.#fi75B6 poi W >W ❑NEW JERSEY RE1.#21A101169200 100, (PALM FROND 4TT4CHMBIVT) % DIX mw,°REM ❑NEW YO RK 34472 D ❑NORTHCAROLINA SC4LII: 7/2" 7_O't / ioo REG.#014537 / / / SH ZW. ❑SOUTH CAROLINA REG.#AR 9931 / Iwo <QQ ❑TEXAS REGOMIN 3 2" GRIP -RITE rod HDG STEEL NAIL THRU TWO (2) / / <WQ owW ❑WYOMING PALM FROND STALKS INTO PURLIN / / aQj REG.#C-3265 3" DIA. PRESSURE TREATED (P.T.) PINE PURLIN — FFI p� ��.. •F• op� EDE 'K rP:' O y:' ':9 SABLE PALM FROND STALK WW= ��"" SkOs `•• / ism }7" A u 2" GRIP -RITE rod HDG STEEL NAIL THRU w`° a;m �s•.Y i2oa`t� PALM FROND STALK INTO PURLIN \ ad°a RED ARG / 'ami VALID ONLY IF SIGNED SEALED BOATED MATURE SABLE PALMETTO x39 1,�' PALM FROND w<W DRAWING TITLE foo FF2 4MIIVG pET41L� km€ A ��O/� 3mo IW< s ` C <¢w ?y€W DATE PRDJ6OT /RLOCATIO N �A I� 3Q4 <oo TIKI NUT Far 4( ^' Wo JIM Of36.A.NGO PO T HT LUCIE, PL AY �•-�`Ai. DRAWN BVI L�V YSN� (IJ OH ED KLD EYIJPJP W SYMBOL 8 DESCRIPTION PRDJECT # 20-2701.048 } DATE127JANUARY 2020 7 (60) GRIP -RITE HDG COMMON NAIL (P4LM FROND .4TT,a.CHMHNT) IL O HHEET NO. 60F 12 #7 x 5 1/2" (40D) GRIP -RITE HDG STEEL RING -SHANK NAIL 3" DIA. SOLID BLONDE BALD CYPRESS oi< �-- PURLIN. €md WANSKUS 000 =Fa �QICHITECTIlRE DIA. SOLID BLONDE BALD CYPRESS dos RESIDENTIAL r6" RAFTER. Oai mot COMMERCIAL TIKI HILT DE610N 10" FASTENMASTER SCREW FROM RAFTER TO GIRDER (MIN. 4" EMBED) (TYP) RA. NCARB. CGC. CCI i `po113INYOMING ❑CONINECTICUT WR, REo, ARI DO13326 ■FLORIOA uem REo.#AR 93250 ¢m_a❑ILLINOIS RED.#001-014942 €4i w❑MASSACHUSETTS piw REo,#32317 yo-.❑NCARB opw REo.#67566 ❑NEW JERSEY W> RED.#21 AIC1169200 mWi❑NEW YORK ��f REOA#r03•034472 'p❑NORTH CAROLINA 2>0 REo,#DI 4537 'a5❑SOUTH CAROLINA o" xau RED.#AR 9931 wo❑TEXAS imn RED°#21153 aow OVERHANG 8" DIA. SOLID BLONDE BALD CYPRESS GIRDER (LINCOLN LOG STYLE CORNERS). LE G2 N SYMBOL i£ DESCRIPTION 15" FASTENMASTER SCREW FROM RAFTER TO GIRDER (MIN. 4" EMBED) (TYP) #7 x 5 1/2" (40D) GRIP -RITE HDG STEEL RING -SHANK NAIL 8" DIA. PRESSURE TREATED (P.T.) zz< SOUTHERN YELLOW PINE COLUMN. �F�i� Z.ya 10° FASTENMASTER TIMBERLOK SCREW MIN. 4" ATTACHMENT: (FACET TO RESEMBLE BLONDE CYPRE �� NO. REV. DAT PRDJCCT / LODATIDN NUT TENSION: 1,215 FT. LB5/SCREW _s1i �t _ �T `�(/ 400 or SHEAR: 965 FT. LB5/5GREW - JIM ORLANDO 7676b WR%PORG WA B NDING: 187,300 P51/5GREW a u RT IST LUCI®, PL �O� W N 13YI.JPW 12 DKeD eri JPW -27 DT N 402701.048 FASTENMASTER TIMBERLOK SCREW (Ra.F'TER TO 4 IJM=Mrz COIVIVECTIOIV)C > TEI'1 JANUARY2oz MI N. CHMENT: (GIFRGEFz TO COLUMN CONNECTION) IL O m SHEET NO. T ION: TENSION; 1Bassea FT. LB5/5GREW SHEAR:^ Q'890 FT. LB5/5GREW SC,aaLE: 7�2" _ �,��„ �, G 1�� P=-4L-M �t� Nth R,4TION.aa �N.�-tiaLY��--IS ROOF DESIGINO�LCUL,4TIONS The Tiki Hut roofing shall be constructed with Sable Palmetto Palm Fronds, approximately 18 inches width by 36 inches length. APPENDIX The 18 inch stalk of the Palm Frond will be attached to the 3 inch diameter pressure -treated pine purlins with two (2) - 6d - 2 inch length smooth stainless steel common nails, one (1) at the top and bottom of the stalk. The nail will be embedded 1'/z inches into Nail Load Values the rnnf merlin Lateral Load (Po) = KDJ2 Drawing S-6) P = safe load in pounds per nail (assuming that the point penetrates %of it's length into the second member for hardwoods and 2/3 of it's length into the second member for softwoods) K = a constant depending on the type of wood D = diameter of the nail in inches maximum uplift (withdrawal) force is 15.92 PSF. maximum uplift (withdrawal) force is 23,88 PSF. Zone.30 The maximum uplift (withdrawal) force is 31.85 PSF. CALCULATIONS Typical Sable Palm Frond Size: 2 ft. width x 3 ft length (6 sf) 6d Nail withdrawal load in lbs/in penetration = 34.70lbs/in (See Table 2 - Appendix) 6d Nail penetration into roof purlin = 1 '/2 inches 34.70lbs/in x 1.5 in = 52.05 lbs. (withdrawal) 52.05 lbs. x (2) Nails per Palm Frond = 104.05 lbs (withdrawal force per attached frond) psf (withdrawal) x 6 sf (Palm Frond) = 131.34 lbs (withdrawal force) - 104.051bs < 131.34 lbs Therefore, the Zane 1 Palm Frond nailing attachment has: AILED Zone 2 33.84 psf (withdrawal) x 6 sf (Palm Frond) = 203.041bs (withdrawal force) -104.05 lbs < 203.04 lbs Therefore, the Zone 2 Palm Frond nailing attachment has: AILED 79 psf (withdrawal) x 6 sf (Palm Frond) = 262.74 lbs (withdrawal force)-104.05 lbs < 262.74 ME Therefore, the Zone 3 Palm Frond nailing attachment has: M3 ed upon the wind load speed of 150 mph (Exposure B) as promulgated by the 2017 Florida Building Code and ASCE 7 - 10, Palm Fronds attached to the roof purlins with two (2) 6d common nails will jell the resistance needed to withstand the design d pressures. Therefore, the Palm Fronds will become unattached (sacrificed) from the structure during a high wind event, leaving the Tiki Hut Table 1. Lateral Load in lbs/nail Po for Common Nails in Southern Pine Number Common Nail I Diameter (in) I Common Nail D� (in) for Nails (K)' for Southern Pine Calculated (P„) ' Table Value P„ 3 6d 0.113 0.0380 1,375 52.25 63 8d 0.131 0.0474 1,375 65.18 78 10d 0.148 0.0570 1,375 78.38 94 12d 0.148 0.0570 1,375 78.38 94 16d 0.162 0.0652 1,375 89.65 107 20d 0.192 0.0841 1,375 115.64 139 30d 0.207 0.0942 1,375 129.53 154 4Id 0.225 0.1068 1375 146115 176 60d 0.263 0.1349 1375 185.49 223 (1) Source of K value USDA Wood Handbook (2) Source ofP„ value Dairy Housing and Equipment Handbook (Midivest Plan Service, Antes Iowa) Withdrawal Load (P) = 1150 G52 D P = load -pounds per inch of penetration (into the second member!) G = specific gravity of the wood D = diameter of the nail Table 2. Withdrawal Load in lbs/in penetration (P) for Common Nails in Southern Pine Number Diameter (in) Length (in) Specific Gravity Gpenetration G5a P lbs/in of 6d 0.113 2 0.59 0.267 34.70 8d 0.131 2-1/2 0.59 0.267 40.22 10d 0.148 3 0.59 0.267 45.44 12d 0.148 3-1/4 0.59 0.267 45.44 16d 0.162 3-1/2 0.59 0.267 49.72 20d 0.192 4 0.59 0.267 58.95 30d 0.207 4-1/2 0.59 0.267 63.56 40d 0.225 5 0.59 0.267 69.09 501 0.244 5-1/2 0.59 0.267 74.92 60d 0.263 1 6 0.59 0.267 80.75 Source USDA Wood Handbook oFv sr AF Ct O Vj/F p4, e®ccot RESIDENTIAL COMMERCIAL TIKI HUT ❑CONNECTICUT REG.##ARI 001 3326 ■FLORIDA REG.#AR 93250 ❑ILLINOIS RE0400 1 -0 1 4842 ❑MA. SACHUSETTS REG. 32317 ❑NCARB REG. 67BGS ❑NEW JERSEY RED.#21 AIO1 1 69200 ❑NEW YORK REG.#03.034472 ❑NORTH CAROLINA REG.#0 1 4537 ❑SOUTH CAROLINA REG.#AR 9931 ❑TEXAS RE042 1 1 S 3 ❑WYOMIND TIKI HUT for Jl" IZFiLANmo 76743 WRXP9=Rl7 PORT 3T UU=W, 1 DRAWN E1YI JPW CHECKED BYI JPW PRDJEDT * 20-2711.04a SHEET NO. U, S-5 WWq \ MecaWind v2336 L D, Softwr-re Developer: t!ec-: Ente.prise❑ Inc., www.meca.biz, :opyright 2018 -XF Calculations Prepared by: Calculations Prepared For: - Client: JIM ORLANDO Cm t CN. WpQ Date: Jan 28, 2020 Project WAR: 20-2701.098 Wind e2W NSKUS w Designer: JOHN P. WANSKUS, RA, NCARB Location: 7676 WEXFORD WAY, PORT ST LUCIE, FL D¢�uan ago QUICHITECTUREi Description: 'j� 8� �az REBI DB NTIAL TIKI HUT 7 U' It m ¢ DDT L KI HOT FileLocation C:\Program Files (x86)\MecaWind\MONSTER TIKI HUTS\ORLANDO.wnd N, DE9aIDN oow DEVELOPMENT ,a. 4766 HAH9ARD AV6. NORTH PORT. rL e.0 TI 941.564.6994 Basic Wind Parameters MWFRS Pressures per Fig 27.4-5 on Pitched Free Roof - Wind Dir 0 D6 MM n 941.964.8995 P g g 0.1 EIWMRMM mL.RD I Wind Load Standard = ASCE 7-10 Exposure Category = B All wind pressures include a load factor of 1.0 aio; Wind Design Speed = 160.0 mph Risk Category = I a Structure Type = Building Building Type = Open Load Case Cnw Cnl Pnw Pnl Wz: JOHN a- wANSKus psf psf 190 RA. NCAR B. CG C. CCI General Wind Settings ----------- ------ ------ ----- - W-r .Wl ❑CONNECTIC LIT "-'- wW REO,#ARI 0013326 Incl_LF = Include ASD Load Factor of 0.6 in Pressures = False Load Case A 1.300 0.450 35.38 12.25 '-ma ■FLD RIDA pQd DynType = Dynamic Type of Structure = Rigid Load Case B -0.150 -0.750 -4.08 -20.41 RED.AR 93250 WWa, <_< ❑ILLINOIS NF = Natural Frequency of Structure (Mode 1) = 10.000 Hz i:i RE04001-014e42 Alt = Altitude (Ground Elevation) above Sea Level = 0.000 ft Notes: fWf ❑MASSACHUSETTS Bdist = Base Elevation of Structure = 0.000 ft Pnw = Pressure on windward portion of roof: qh*G*Cnw*LF (Eqn 27.4-4) D,W RED.#32317 SUB = Simple Diaphragm Building = False Pnl = Pressure On Leeward portion Of roof: qh*G*Cnl*LF [Eqn 27.4-4] p9w ❑ N CARES Reacs = Show the Base Reactions in the output = False All wind pressures include a load factor of 1.0 ;g; RED.#fi7sfifi aI ❑NEW JERSEY MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface w>� RED.#z1AlDttfi9zmD ❑NEW YORK Topographic Factor per Fig 26.8-1 Wind Pressures on Open Building Pitched Free Roof per Fig 27.4.7 - Wind Dir 90 Deg: moo RED• D3-m3aa7z Topo = Topographic Feature ❑NORTH CAROLINA = None i'oW RED,#014537 Kzt = Topographic Factor = 1.000 o;i ❑SOUTH CAROLINA Tdy REG.#AR 9931 /� L <w0 (:]TEXAS Inputs '<0W RED.#21153 RoofType: Roof Type = Pitched h Mean Roof Height = 10.000 ft / 011 ❑WYO MIN G L Width Normal to Ridge= 12.000 ft D : Length Along Ridge = 16.000 ft h Z EZ2 RED.#0-326S WindFlow: Wind Flow Method = Clear Slope : Slope of Roof = 33.69 Deg wft Pitc ed RR ITOF Exposure Constants per Table 26.9-1: EMT . p•�F'..••• •••• ORS RR Alpha: Const from Table 26.9-1= 7.000 Zg: Const from Table 26.9-1= 1200.000 ft Distance °w�; y�,,• 9 At: Const from Table 26.9-1= 0.143 Bt: Const from Table 26.9-1= 0.840 from zpo 1�ONN k�s ';• Am: Const from Table 26.9-1= 0.250 Bm: Const from Table 26.9-1= 0.450 Windward eo: C: Const from Table 26.9-1= 0.300 Eps: Const from Table 26.9-1= 0.333 Edge q iV Gust Factor Calculation: Wind Direction W;M @ Gust Factor Category I Rigid Structures - Simplified Method y = 90° aa< BREDA RO� x> G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 <Wz VALID ONLY FSIGNED SEALED B DATE Gust Factor Category II Rigid Structures - Complete Analysis aii Zm = 0.6 * Ht = 30.000 ft Open Building Along Ridge Pressures per Fig 27.4-7 - Wind 90 Deg wa,°, DRAWING TITLE Izm = Cc * (33 / Zm) 0.167 = 0.305 All wind pressures include a load factor of 1.0 'aoc Lzm = L * (Zm / 33) Epsilon = 309.993 wau Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.945 Roof Var Start End CnA CnB Pressure Pressure ko; Dist Dist PnA PnB Wz< G2 = 0,925*1(1+1.7*lzm*3.9*Q)/(1+1.7*3.9*lzm)) = 0.893 ;_ Gust Factor Used in Analysis ft ft psf psf awe G = Lessor Of G1 Or G2 = 0.850 '--- -- ------ -'---- -"--- REV. DATI Roof l 0.000 10.000 -0.800 0.800 -21.77 �7 V z O OOATION Roof 2 10.000 20.000 -0.600 0.500 -16.33 ■�d/6/lE C - TIK Main Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 1: - �/ LF = Load Factor based upon STRENGTH Design = 1.00 ST. a W r G Zh = Mean Roof Height for Kh: h + Base Dist = 10.000 ft Notes Roof Pressures: I UC n B RM wA' Kh = Since Zh<15 ft [4,572 m] --> 2.01 * (15/zg)^(2/Alpha) = 0.575 Start Dist = Start Dist from Windward Edge End Dist = End Dist from Windward Ed e ° GI®, PL Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 CnA = Cn for Load Case A CnB = Cn for Load Case B DRAWN erl JpW Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 PnA = qh*G*CnA (Eqn 27.4-31 PnB = qh*g*CnB (Eqn 27.4-31 eHEDxsD erIJF'W qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 32.02 psf + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface E PROJ60T # 20-2701.046 Wind Pressures on Open Building Pitched Free Root per Fig 27.9.4 - Wind Dir 0 Deg: R DATER JANUARY 202C Components And Cladding (C6C) Calculations per Ch 30 Part 5: 0 SHEET NO. �w Sp 3 z g A z ' ' h 1 1 1 z 1 0<100 A>_100 Zh = Mean Roof Height for Kh: h + Base Dist = 10.000 £t Kh = Since Zh<15 ft [4.572 m] --> 2.01 * (15/zg)^(2/Alpha) = 0.575 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 LF = Load Factor based upon STRENGTH Design = 1.00 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 39.03 psf Theta = Roof Slope = 33.69 Deg LHD = Least Horizontal Dimension: Min(B, L) = 12.000 ft al = Min(0.1 * LHD, 0.4 * h = 1.200 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.000 ft Wind Pressures for C&C per All wind pressures include a load factor of 1.0 Description Width Span Area 1/3 Zone Cn Cn p p Rule Pos Neg Pos Neg ft ft ft ft ----------- ----- ---- ---- ---- ---- --- --- psf --- psf --- Cn = Net Pressure Coefficient taken from Fig 30.8-1, 2 and 4 p = Wind Pressure: qh * G * Cn [Eqn 30.8-1) Components and Cladding (C&C) Zone Summary per Ch 30 Pt 5: Zh = Mean Roof Height for Kh: h + Base Dist = 10.000 ft Kh = Since Zh<15 ft [4.572 m] --> 2.01 * (15/zg)^(2/Alpha) = 0.575 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 LF = Load Factor based upon STRENGTH Design = 1.00 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 39.03 psf Theta = Roof Slope = 33.69 Deg LHD = Least Horizontal Dimension: Min(B, L) = 12.000 ft al = Min(0.1 * LHD, 0.4 * h = 1.200 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 3.000 ft Wind Pressure Summary for C&C Zones based Upon Areas Ch 30 Pt 5 All wind pressures include a load factor of 1.0 Zone I Figure A <= 1 9.00 > A >= 36.00 sq ft I A >_ 1 1 9.00 sq ft 1 I 36.00 sq ft ---- - psf psf ------------- ------------- ------------------------ psf ------- i I Figure 30.8-2 I 41.49 -29.04 1 41.49 -29.04 1 41.49 ------ 29.04 2 1 Figure 30.8-2 1 63.90 -44.81 1 63.90 -44.81 63.90 -44.81 3 1 Figure 30.8-2 1 82.99 -58.08 1 63.90 -44.81 63.90 -44.81 • * A is effective wind area for C&C: Span Length * Effective Width * Effective width need not be less than 1/3 of the span length '11 * Maximum and minimum values of pressure shown. * + Pressures acting toward surface, - Pressures acting away from surface *Per Para 30.2.2 the Minimum Pressure for C&C is 16.00 psf 10.766 kPa] (Includes LF) REVIEWED CODE COMP A. ST. LUCIE C J BOCC 0. a 0 NSKU RE81DENTIAL COMMERCIAL TIKI HUT DESII3N ❑CONNECTICUT REe. AR1 0013326 ■FLORIDA REe.#AR 932SO ❑ILLIN OIS REe.#001 •O 1 4e42 ❑MAQSACHUSETTS RE0.4f3231 7 ❑NCARB REe. 67 sa 6 ❑NEW JERSEY REe.#21 AID 1 1 69200 ❑NEW YO RK REO, 03-034472 ❑NORTH CAROLINA REe.#O 14537 ❑SOUTH CAROLINA REe.#AR 9931 ❑TEXAS REe.#21 1 63 ❑WYOMING NUT LUC10. PU rywH BYI .JFIW CHECKED BYI JPW PROJECT # 20-2701.04S fi'�"7