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HomeMy WebLinkAboutREVISION 6-21-210 iFICE USE ONLY: DA'i E F7LED: REVISION FEE: REV9SIO LOCATION/SITE ADDRESS: QUEENS ISLAND DETAILED DESCRIPTION REVISIONS: COMMENTS RAIL SCANTED ay PERAM # 8t Lucie County RECEIPT# 1901-0540 NING & DEVELOPMENT SERVICES LDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982.5652 (772) 462.1553 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION ACQUAVISTA LOT # 1 PROJECT SHOP DRAWING CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: ARTAR C QUALIFIERS NAME: AIRMAN ADDRESS: 13360 SW 40 STF CITY: MIAMI PHONE (DAYTIME): 786-344 OWNER/BUILDER INFOM :GC 1527445 ST. LUCIE CO CERT. #: 31143 3TRUCTION LLC REYES TOLEDO r _ STATE: FL �5 TION: NAME: VENETIAN ADMINISTRATION LLC ADDRESS: 7400 W. FLAGLER STREET CITY: MIAMI PHONE (DAYTIME: 786-512-4484 ARCHITECT/ENGINEER INFORMATION: NAME: RANDALL STOFFT ARCH ADDRESS: 42 N. SWINTON AVE CITY: DELRAY BEACH PHONE (DAYTIME): 561-243, SLCCC: 9123109 Revised 06130/17 STATE: FL FAX: ZIP: 33175 ZIP: 33144 STATE: FL ZIP: 33444 FAX: ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR CO R E REVIEWED BY DATE PLANS AND PERM T MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE II , 6-x6"x %" A36 STEEL PLATE ELDED 0"; 112" HANDRAIL BRACKET ALL DIMENSIONS TO BE FIELD VERIFY TO TUBE WITH Ya"FILLETWELCJ]"MAX SS WM MODEL 0719 ��a & 0.75' MIN WELD LENGTH 'y 1 (BACK PLATE 0 1 1/2"BALUSTER POST 6a9 ! pluu 5p 112' LAMINATED GLASS D-8 SEE DETAIL D31SD-8) SS 304 MODEL 0913 a11[rfara .4m (SEE COVER PAGE FOR g LL WDUROC IL- qCRETE BALUSTER BRACKET S w SPECS) .O.S. MORTAR TILE MODEL 0551 SS 304FIELD VERIFY 4W MAX CO(2) 0 3/8--16 GRADE 2 ASTM GAPPEDTOREJECT Iq) aD MEMBRANE msi� A307 STEEL FASTENER 0 4" SPHERE UUU g METAL FRAMIN 02'xV4"A36STEELTUBE WELDED ce S 7 TO PLATES WITH Ya'FILLET WELD rpi I'p 1" MAX & 0.75' MIN WELD LENGTH IY� (4) KWIK BOLTS TZ2-CS %x5 FRONT PLATE z Z 2Y' MIN. EMBEDMENT, i r+u4 SEE DETAIL D21SD-8 N o a 1 V MIN. SPACING & 1 Y:- MIN. EDGE DISTANCE %' SHEETROCK Q z GAPPED TO REJECT 0fi°SPHERE��RSiE100 -01-0T-Y-P—�IL-ING-R 1-SEGT-lON- TRUSSESQ24" SCALE:1"=1'-0" D1 D1 D-8 BEAM CT" Z 1/2'LAMINATEDGLASS w 1„ 1„ 6°x6'x%'A36STEELPLATE WELDED O a w 1 \', TO HHS 01.9'x0.18' A36 STEEL TUBE Q (SEE COVER PAGE FOR s ? TT�4TT 2 WITH WELD 1'MAX & 0.75' > SPECS) 'i o -0'-1" T.O.S. r LL FIa-0 0 MIN WELD LENGTH Lu inl 91. CD GAPPED TO REJECT II� aD 4 t= (2) 0 318°-16 GRADE 2 ASTM ? Qe 04' SPHERE 6„- A307 STEEL FASTENER ! C) �s FRONT PLATE DETAIL w 9�1 L m a GAPPED TO REJECT I igitally 0 6' SPHERE i x 1-9STEEL PLATE WELDED signed by TO y TO HHS 01.9'x0.18'A36STEEL TUBE Dana •+'�t �• dt'y Y -11'-0°T.O.S. WITH Ye°FILLET WELD I'MAX &0.75° �` �`:;aFernandez MIN WELD LENGTH I� Date: TUBE 2021.05.27 Tf HHS 01.9'x0.18° A36 STEEL T 'w „;off' + + WELDED TO PLATES WITH 4' CONCRETE SLAB ®_ _, _ _ __ Ye'FILLET WELD 1' MAX '& 0.75"MIN WELD LENGTH ON GRADE m + F- - it �S" (4)KWIKBOLTS TZ2-CSYaxS 2Y,' MIN. EMBEDMENT, 1 V MIN. SPACING & wm o.oum 1 Y' MIN. EDGE DISTANCE RAILING R-1. ELEVATION - A BACK PLATE DETAIL SD-8 SCALE: 318"=1'-0" �3 d 3 --- 4 SIGN HOMES 4410 N HWY A1A FORT PIERCE, FL 34949 RAILING SHOP INDEX OF DRAWINGS SHEET DESCRIPTION SD-0 COVER PAGE SD-1 GENERAL NOTES SD-2 GROUND FLOOR KEY PLAN SD-3 FIRST FLOOR KEY PLAN SD-4 SECOND FLOOR KEY PLAN SD-5 GROUND FLOOR PARTIAL PLAN SD-6 FIRST FLOOR PARTIAL PLAN SD-7 SECOND FLOOR PARTIAL PLAN SD-8 INTERIOR RAILING R-1 SECTION & ELEVATION SD-9 EXTERIOR RAILING R-2 SECTION & ELEVATION SD-10 INTERIOR RAILING R3 & EXTERIOR RAILING R4 SECTION & ELEVATION U san sonnies sal.unsns a�rsRmaaz vr. w Q >R o g U a a t Digitally 4 i signed by Danay GENERAL NOTES: 1. ALL WORK SHALL CONFORM TO 2020 FBC 7th EDITION. 2. IT IS THE INTENT OF THESE DRAWINGS TO BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING JURISDICTION. ANY DISCREPANCIES BETWEEN THESE DRAWINGS AND APPLICABLE CODES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER. 3. EXISTING UTILITIES SHOWN ARE BASED ON INFORMATION SUPPLIED BY OTHERS. IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO MEET WITH ALL APPLICABLE UTILITY COMPANIES TO VERIFY ALL UNDERGROUND FACILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION. ALL EXCAVATION SHALL PROCEED WITH EXTREME CAUTION AT ALL TIMES. IN THE EVENT THAT EXISTING UTILITIES ARE DAMAGED, IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO REPAIR OR REPLACE ALL DAMAGES. 4. THIS WORK REQUIRES A BUILDING PERMIT, DO NOT BEGIN WORKING UNTIL A BUILDING PERMIT IS OBTAINED. 5. CONTRACTOR IS TO FURNISH ALL LABOR, MATERIALS, SERVICES AND EQUIPMENT. 7. ENGINEER'S VISITS TO THE SITE, AS PER G.C. OR OWNER'S REQUEST DURING CONSTRUCTION SHALL BE SCHEDULED WITHIN 24 HOURS PRIOR TO INSPECTION. 8. THE CONTRACTOR SHALL MAKE REQUIRED ARRANGEMENTS, SECURE AND PAY FOR ALL BARRICADES, ENCLOSURES AND FENCING AS NEEDED FOR AND DURING THE PROGRESS TO PROTECT ADJACENT PROPERTIES. 9. THE CONTRACTOR SHALL NOT PROCEED WITH ANY ADDITIONAL SERVICES OF WORK WITHOUT PRIOR NOTIFICATION TO THE OWNER. 10. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS AND METHODS CONSTRUCTION AND FOR SEQUENCES AND PROCEDURES TO BE USED. 11. EXISTING GRADES WERE TAKEN FROM THE BEST AVAILABLE DATA AND MAY NOT ACCURATELY REFLECT PRESENT CONDITIONS, CONTRACTOR SHALL BE RESPONSIBLY FOR FAMILIARIZING WITH CURRENT SITE CONDITIONS AND SHALL REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO STARTING WORK. 12. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND EXISTING CONDITIONS AT THE JOB SITE. ANY DISCREPANCIES BETWEEN PLANS, SECTIONS AND DETAILS OR THE APPLICABLE CODES OR REGULATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT OR ENGINEER DURING BIDDING OR BEFORE WORK BEGINS IN ORDER TO CLARIFY THE REQUIREMENTS AND TO EFFECT THE NECESSARY MODIFICATIONS, CHANGES AND / OR INSTRUCTIONS. 13. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI AT 28 DAYS. 14. CONTRACTOR SHALL BE RESPONSIBLE FOR RESETTING ALL DISTURBED EXISTING CONDITIONS AND PROPER DISPOSAL OF ANY EXTRA MATERIALS & GARBAGE FROM THE SITE AFTER COMPLETION OF WORK. 15. DRAWINGS AND DIMENSIONS ARE BASED UPON DRAWINGS SUPPLIED BY THE CLIENT. G&D BUILDING SOLUTIONS, INC. WILL NOT BE RESPONSIBLE FOR ERRORS OR MISINTERPRETATIONS OF THE SYSTEM DESIGNED BY US BASED ON CLIENT CONFIRMED DESIGN AND DIMENSIONS. ADDITIONAL DRAFTING TIME EMPLOYED IN THE CHANGE OF THE DESIGN AFTER SIGNING AND SEALING OF DRAWINGS WILL RESULT IN ADDITIONAL COST. 16. DO NOT SUBSTITUTE MATERIALS, EQUIPMENTS OR METHODS OF CONSTRUCTION UNLESS SUCH SUBSTITUTIONS OR CHANGES HAVE BEEN APPROVED IN WRITING BY THE OWNER. 17. G&D BUILDING SOLUTIONS, INC. HAS GENERATED THIS SHOP DRAWINGS BASED ON A PROVIDED DESIGN THAT HAS BEEN DEVELOPED BY A LICENSED ARCHITECT OR A COMPETENT LICENSED DESIGN PROFESSIONAL ENGINEER WHO CONFIRMED COMPLIANCE WITH ALL APPLICABLE NATIONAL AND FLORIDA BUILDING CODES. 18. G&D BUILDING SOLUTIONS, INC. HAS EXCLUSIVELY DESIGNED THE STRUCTURE AND / OR BUILDING COMPONENTS IN COMPLIANCE WITH THE APPLICABLE EDITION OF THE FLORIDA BUILDING CODE AND DESIGN STANDARDS FOR STRUCTURAL REQUIREMENTS ONLY. 19. ELEMENTS WILL BE AS DESIGNED BY G&D BUILDING SOLUTIONS, INC. AND AS APPROVED BY ARCHITECT AND / OR OWNERS, TO CONFORM GENERALLY WITH THE ARCHITECTURAL DRAWING AND SPECIFICATIONS. 20. 2020 FLORIDA BUILDING CODE 7th EDITION LOADS: RAILING: . P: CONCENTRATED LOAD OF 200 LBS IN ANY DIRECTION AT ANYPLACE OF TOP MEMBER. W: DISTRIBUTED LOAD OF 50 LBS/FT AT TOP MEMBER. WIND LOAD AS PER ASCE 7-16 KD=0.85, CATEGORY III, EXPOSURE D. WIND VELOCITY AS PER ASCE 7-16 FORT PIERCE "CATEGORY-2 ----------- 170-MPH 21. THE EXISTING STRUCTURE MUST SUPPORT THE LOADS IMPOSED BY THE SYSTEM OR SYSTEMS. ENGINEER ON RECORD OF THE PROJECT SHALL VERIFY THE STRUCTURE FOR SUCH LOADS. 22. THE QUANTITIES AND DIMENSIONS SHOWN ON THE DRAWINGS ARE BASED ON THE ARCHITECTURAL DRAWINGS. 23. ALL DIMENSIONS TO BE SITE VERIFIED. STRUCTURAL STEEL 1. STRUCTURAL STEEL HAS BEEN DESIGNED IN ACCORDANCE WITH THE BUILDING CODE AND AISC SPECIFICATIONS NINTH EDITION. 2. STRUCTURAL STEEL SHALL MEET THE FOLLOWING REQUIREMENTS UNLESS NOTED OTHERWISE ON THE DRAWINGS: TYPE ASTM GRADE FY ALL STANDARD STEEL SHAPES A36 ------ 36 KSI 3. PAINT STEEL HOT GALVANIZED SURFACES IN CONTACT WITH CONCRETE WITH ALKALI -RESISTANCES COATINGS, SUCH AS HEAVY -BODIED BITUMINOUS PAINT OR WEATHER -WHITE METACRYLATE LACQUER STEEL CONNECTION WITH ALUMINUM SHALL BE PAINED WITH WITH 850-Y-01 FAST DRY ZINC PHOSPHATE. STAINLESS STEEL STEEL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATION: ALL ROLLED SHAPES: STIFFENER, PLATES, CHANNELS ANGLES, PLATES AND BARS: ASTM A176-85a, ASTM A240-86, ASTM A276-85a, ASTM A666-84. TUBE AND ROUND BAR: STAINLESS STEEL 304 OR 316 (1/2 HARD) -- Fy = 58 KSI GLASS NOTES 1. INTERIOR GLASS RAIL TO BE 1/2" LAMINATED TEMPERED GLASS COMPOSED OF (2) Y4" TEMPERED GLASS, 0.060" INTERLAYER BUTACITE (PVC). 2. EXTERIOR GLASS. RAIL TO BE 1/2" LAMINATED TEMPERED GLASS COMPOSED OF (2) Y4" TEMPERED GLASS, 0.060" INTERLAYER SENTRYGLASS. 14 ry c&o eu&nixc SUUnmrs om,y rn.eeemee. E 0 z 0 �o z 07 LLI 0 Z J LLI Z LLI signed Danay ld 1"2 5 2ml11 El M r N G) < co 7' snp Z n Au z Cn 4410 N HWY AlA FORT PIERCE FL 34949 SIGN HOMES jig;% KEY PLAN NEW RAILINGS FOR: GROUND FLOOR U LIBRARY RAILING 2 RAILING R-1 SCOPE OF WORK Q •LINE -GLASS CLAMP RAILING TOP MOUNT ck } I up �I / SEE SHEET SD•10 Z'RAILING O R-1 z J I m - -...-- - ---- PGG'xTn \ MASTER WIC KITCHEN ag I DINING ROOM OUTDOOR LIVING RAILING 3 SCOPE OF WORK Q - LINE - GLASS CLAMP RAILING TOP MOUNT -�,-� SEESHEETSD-11 z ° GREAT ROOM RAILING SCOPE OF WORK Q-LINE- GLASS CLAMP RAILING - FASCIA MOUNT SEE SHEET SD-81 SD-9 -LEVATOn '� I i X-i aI MASTER BEDROOM Z MASTER i "' I BATHROOMEB FIRST FLOOR N KEY PLAN SCALE:118'=1'-0° ITT 10 ELEVATED DECK RAILING BY OTHERS POOL RAILING BY OTHERS RAILING BY OTHERS G GW BUILDING SOLUTIONS s Digitally , i signed by Danay :?Femanda ''Date: SD-3 O . . . .......... . .... .. co m ;K C/) C.) PC C) 0 0 RAILING R-1 z —n RAILING R-3 2 ? I I! li O a) =om m A., 0 M. C) Fo ;u WIS. m 0 CE) 0 0 CD X 0 A al 0 -ITT co 0 M -m C.- w� 2 Mc G) M m i C. 0 0 W;, W NEW RAILINGS FOR: Ilk KEY PLAN P SION HOMES 0 SECOND FLOOR 4410 N HWY AlA FORT PIERCE v noelSOLLMm am+/invuaeL P.F. w<�mv j3 a :s y s s !10 :11 :12 I I I I I I I I D3 I II — I I I I b I I I I j 0 s oM M LD ` LL 2 z0w ---------13- _ = uu 1 RAILING R-1 - -1— UP z z -- I ---- i4 z o i 15 RAILING-R-2 so a z----------��- I , ENTRY------=---�--- - I s --- ` I ig z 8• p7 Q Di I g' \\\\1' 1 `� 77\ L \ --ig- C so•1 6• \\�\I 6' GROUND FLOOR PARTIAL PLAN o \0\ � SCALE: 318'=1'•U' c) Z 5y i RAILING R-2 ALL WORK SHALL CONFORM TO 2020 FBC� 7th EDITION € INTERIOR RAILING: P=CONCENTRATED LOAD OF 200 LBS —I Digitally IN ANY DIRECTION AT ANY PLACE OF TOP g, signed by —`hF4 Danay Dz MEMBER. femandez 5D-10 W= DISTRIBUTED LOAD OF 50 LBS/FT AT 202104:oe TOP MEMBER i ALL DIMENSIONS TO BE FIELD VERIFY SD-5 - 0 I II i i i II I (I I I I f I I I I II I I I I I I 1 II I I I i I I } le FIN G8B BUILDING SOLUTIONS WdY FenmGe;Pt diem I II I 1 I -- I !7 $ 5 10 11 �12 13 IV II I 14 I 15 M W LL 5----------— RAILING R-1 ------ ----�6- D1 3----- ------ --- ' —--------- ---- (' A ---------- 17- ----------qg- Z so-11 J — 0Y'CROSSBAR HOLDERS SS316 7> o 0x 2___ ___ $D•8 z ---------- MODELS 0830 (CENTER) 0832(LEFT), 0833(RIGHT) z O = Zw C_ ,` c a ---21- _ DN 2z D3 S0.11 w o— w g LL RAILING R-4 C Sag C� z SECOND FLOOR I w J "Iw BALCONY PLAN 3CruE:3e-'-0 o al oB SECOND FLOOR PARTIAL PLAN SCALE: 318'=1'-0• 01.9' HANDRAIL TUBE SS 316 MODEL 0900 �� w �o w LL 0 B� W °51 Iqi ae a ALL WORK SHALL CONFORM TO 2020 FBC su"�� Digitally %i signed by Danny D"%de 7th EDITION 01.9' BALUSTER POST {:;' INTERIOR RAILING: _ SS316MODELD916 ozitoa:o , P=CONCENTRATED LOAD OF 200 LBSI, IN ANY DIRECTION AT ANY PLACE OF TOP MEMBER. W= DISTRIBUTED LOAD OF 50 LBS/FT AT 0 TOP MEMBER �o w ALL DIMENSIONS TO BE FIELD VERIFY LL SD-7 6"x6'x V A36 STEEL PLATE WELDED QQ 01 112' HANDRAIL BRACKET FIN ALL DIMENSIONS TO BE FIELD VERIFY TO TUBE WITHY'FO.LETWELD rMAX SS 304 MODEL 0719GD 1 & 0.75" MIN WELD LENGTH } 01 112' BALUSTER POST can eumma SD-8 SS 304 MODEL 0913 sotutlous 1/2' LAMINATED GLASS � a wa.1=1" (SEE COVER PAGE FOR =_ LL BACK PLATE — SPECS) SEE DETAIL D31SD-8 t\ BALUSTER BRACKET FEDVERIFY _ ^ & +8'-1 MODEL 0551 SS 304 4'-0' MAX I y t\ GAPPED TO REJECT CONCRETE I (Y sTEa 04'SPHERE c� as00rs. j" � � 1 (2) 0 318'-16 GRADE 2 ASTM a' ' A307 STEEL FASTENER p LL to M VARIFRONT PLATE a LL ES r (4) KWIK BOLTS TZ2-CS as x5 +M $. SEE DETAIL D2/SD B oz = u 2Yz" MIN. EMBEDMENT,) L 02'zY'A36 STEEL TUBE WELDED I 1 Yz' MIN. SPACING & TO PLATES WITHYa"FILLET WELD in a 1 Y2" MIN. EDGE DISTANCE 1' MAX & 0.75" MIN WELD LENGTH w B Z 0 I• GAPPED TO REJECT 0 6' SPHERE TFIRST FLOOR ��TYP RAILING R-1 SECTION SCALE: 1 "=1'-0" F: D1 @@ SD-8 BEAM CTB-8 O 1Y1' LAMINATED GLASS w —` 1 1 6'x6'x %' A36 STEEL PLATE WELDED H (SEE COVER PAGE FOR I 12 4" 1z1 TO HH501.9'x0.18'A365TEELTUBE Q 11 �i ` SPECS) - -4'-1' T.O.S. � ate WITH Ya-FILLET WELD 1' MAX & 0.75' FOLD VERIFY LLlHF, 4'-0'MAX ---r ".� g;.� I MIN WELD LENGTH J ££g LLJ esS GAPPED TO REJECT 1 `� I '6 1'' I'' - i ,'t (2)0318"-16GRADE 2ASTM J Z� 04"SPHERE n j o 6" ) `g307STEELFASTENER a 6=k 00 Sa FRONT PLATE DETAIL Dz u w 1' €� SCALE: 1" 0" to xl II l 4-E n{ �GAPPED TOREJECT 1 {"Digitally 0 6' SPHERE 6'x6'x 5/' A36 STEEL PLATE WELDED 1 signed 6y TO HHS 0 1.9'4.18" A36 STEEL TUBE WITHY'FILLET WELD 1' MAX & 0.75' -11'-0' T.O.S. femandez co �- I •� I MIN WELD LENGTH *y(,...... )Dace: 1 \ l 1" 20n.04:08 HHS 01.9"x0.18" A36 STEEL TUBE * �. WELDED TO PLATES WITH f O ' 4' CONCRETE SLAB 1 _ _ Ye'FILLET WELD 1' MAX & 0.75- MIN ON GRADE 4 WELD LENGTH fLEI 6° (4) KWIK BOLTS TZ2-CS a x5 ^� 2Y' MIN. EMBEDMENT, I a 1 Yz' MIN. SPACING & 1 YF MIN. EDGE DISTANCE RAILING R-1 ELEVATION -A BACK PLATE DETAIL SCALE: 318'=1'-0' D3 SCALE: 1 "=1'-0" ALL DIMENSIONS TO BE FIELD VERIFY V� GO BUIIDING SOlBTIONS 01-Y:' HANDRAIL TUBE SS 304 — o r4 nrL MODEL 8925 PART NUMBER:13.8925.038.12 _ 4'-0" MAX safi j 2'-0" MIN 1'� c i k ! 01-Y' HANDRAIL BRACKET SS 304 MODEL 0702 (, ', _ o S r —GLASS CLAMP PART NUMBER:13.0702.038.12 SS 316 p 51 f a J LL ! 01.9' BALUSTER z POST MODEL 24 GLASS CLAMP SS 304 9 ,� -3.94 0.7 O� z = z ad 3 w Z 0MODEL 24 SS316 12"LAMINATED GLASS MODEL 0916 4 o V o (SEE COVER PAGE) 01-Y2' BALUSTER POST SS 304 i — z MODEL 0952 PART NUMBER:13.0952.438.12 BALUSTER BRACKET MOD. 0551 304 SS ° 01-Yz' BALUSTER BRACKET SS 304 CONCRETE BEAM ° ° MODEL 0551 • 3000 PSI (BY OTHERS) • PART NUMBER:13.0551.038.12 • * s Z I4". 3'-1'- 3' 0"-4" 9' 9" oI `4 ' 0 'E RAILING R-1 ELEVATION — B t _, J 3 � ; w SCALE:1l2"=1'=0' €a Z Z E J Q Z 4505 D1 01-Yz' HANDRAIL TUBE SS 304 O A88 sD a MODEL 8925 BALUSTER BRACKET MOD. 0555 304 SS PART NUMBER:13.8925.038.12 LU r W a� -- 01-Y' HANDRAIL BRACKET SS 304 MODEL 0702 _ =g PART NUMBER:13.0702.038.12 ' Digitally GLASS CLAMP SS 304 MODEL24 I 10 •.r i;: y 3 signed by -ti Danay Fernandez !:'bate: _ 01-Y2' BALUSTER POST SS 304 MODEL0952 �F 2021.04.081 PART NUMBER:13.0952.438.12 ° CONC. BEAM ' 01-Y' BALUSTER BRACKET SS 304 MT- 3000 PSI Z, MODEL 0551 ° (BYOTHERS) PART NUMBER:13.0551.038.12 HANDRAIL BRACKET MOD. 0719 304 SS 14-L——2'-2"— —2'-2" 4-1 SD-9 RAILING R-1 ELEVATION — C SCALE:12'=l'-0' GLASS CLAMP SS 316 MODEL 2500 112' LAMINATED 4'-0" MAX GLASS 2'-0" MIN (SEE COVER PAGE FOR SPECS) 01.9" HANDRAIL TUBE SS 316 MODEL 0900 RAILING R-2 ELEVATION PLAN n SCALE:318"=V-0' V 01.9" HANDRAIL TUBE SS 316 MODEL 8925/0900 4'-0"MAX 4'-0" MAX F-2'-0"MIN F-2'-0"MIN GLASS CLAMP SS 316 MODEL 24 112' LAMINATED �p Z_ 01.9BALUSTER POST _ GLASS SS 316 MODEL 0916 (SEE COVER PAGE) M I� 01.9' COVER CAP SS 316 MODEL 0511 14.i4'-0'�4'-0' 4'-0' . —. 1 12'-0" RAILING R-2 ELEVATION PLAN n SCALE! 318"=V-0" v� 0 1.9"HANDRAIL BRAKET SS 316 MODEL 0711 01.9" BALUSTER POST SS 316 MODEL 0916 01.9" COVER CAP SS 316 MODEL 0511 01.9" HANDRAIL TUBE SS 316 MODEL 0900 GLASS CLAMP SS 316 MODEL 2500 01.9" BALUSTER POST SS 304 MODEL 0916 PART NUMBER: 14.0916.448.12 ALL DIMENSIONS TO BE FIELD VERIFY 01.9" HANDRAIL BRAKET SS 316 MODEL 0711 TEMPERED CAT II SAFETY CLEAR LOW-E LAMINATED GLASS 12 ,3" , 01.9" COVER CAP G5 EPDXY ADHESIVE WITH SS 316 MODEL 0511 0 %" SS THREADED ROD WITH - — -- I f PART NUMBER: 14.0511.038.12 2" MIN EDGE DISTANCE -% 5" .t i TYP. RAILING R-2 SECTION D3 SCALE: 3/4"=l'-0" G7 sari eoiLM sotOoNs Z 0 Q N � W CD w zod J_ O F- U w N Danay W J� SD-10 01.9' HANDRAIL TUBE {4'-0" MAX 01.9" HANDRAIL BRAKET — SS 316 MODEL 892510900 I 2'-0" MIN T /� SS 304 MODEL 0711 —GLASS CLAMP SS 304 112' LAMINATED GLASS MODEL 2500 01.9" BALUSTER (SEE COVER PAGE _ POST FOR SPECS) SS 304 01.9' COVER CAP MODEL 0916 SS 304 , MODEL 0511 \, [4-�" 3'-l" " . �3'0" CONCRETE BEAM 3000 PSI•(BY OTHERS) ° TYP. RAILING R-3 ELEVATION D, SCALE:12'=1'-0' 01.9' HANDRAIL TUBE 0112' CROSSBAR TUBE SS 316 MODEL 0900 r SS 316 MODEL 0900 MAX ° I ° °4' M MAk'�—I CONCRETE 8L'AM3000�S4(Bl OTHERS) TYP. RAILING R-4 ELEVATION D3 SCALE:12"=V-0' ALL DIMENSIONS TO BE FIELD VERIFY BALUSTER MODEL 0916 304 SS D I F_— BASE COVER MODEL 0511 304 SS 0 1.9"HANDRAIL BRACKET SS 316 MODEL 0719 01.9' BALUSTER POST SS 316 MODEL 0916 0Y' CROSSBAR HOLDERS SS 316 MODELS 0830 (CENTER) 0832 (LEFT), 0833 (RIGHT) 01.9" COVER CAP SS 316 MODEL 0511 GLASS CLAMP MODEL 2500 304 SS J 01.9' HANDRAIL TUBE 01.9' HANDRAIL BRAKET SS 304 MODEL 0900 SS 304 MODEL 0711 VIP PART NUMBER:13.0900.038.12 PART NUMBER:13.0711248.12 cas smmws soiunoxs GLASS CLAMP SS 304 om+rF•">omsPE MODEL 2500 ... TEMPERED CAT II 01.9' BALUSTER POST SAFETY CLEAR LOW-E SS 304 MODEL 0916 LAMINATED GLASS PART NUMBER:13.0916.448.12 01.9"COVER CAP SS 304 MODEL 0511 En Qj f LL PART NUMBER:13.0511.038.12 z 0 La f3"ce G5 EPDXY ADHESIVE WITH o c ^ 0 Yz' SS THREADED ROD WITH Z 2" MIN EDGE DISTANCE -5'-Y- p LL < G o- TYP. RAILING R-3 SECTION o SCALE: 3/4'=1'-0' H 01.9" HANDRAIL TUBE SS 31F MODEL 090i PART NUMBER:14.0900.248.1: 01.9' BALUSTER POS' SS 316 MODEL 091 PART NUMBER:14.0916.448.1 1G5 ,d STRAIGHT SADDLE MODEL 0711 304 SS EPDXY ADHESIVE WITH 'THREADED ROD WITH 2' MIN EDGE DISTANCE Q C? L> 01.9' HANDRAIL BRACKET Q' L J SS 316 MODEL 0719 C7 0 PART NUMBER:14.0719.248.12 Z Z J Q 0Y' CROSSBAR HOLDERS q Z SS 316 MODELS: O 0830 (CENTER) PART NUMBER: F- 14.0830.048.12 W 0832 (LEFT) PART NUMBER: 14.0832.048.12 On 0633 (RIGHT) PART NUMBER: 14.0833.048.12 01.9' COVER CA P (� S SS 316 PART NUMBER:14.0511.048.12)i l ally,"sighed TYP. RAILING R-4 SECTION SCALE: 3/4 G&D BUILDING SOLUTIONS NEW RAILINGS FOR SIGN HOMES 14410 N HWY Al FORT PIERCE, FL 34949 RAILINGS SHOP DRAWINGS STRUCTURAL CALCULATIONS Digitally signed by Danay .-fernandez 13:52:11-04'00' Designed by: Danay Fernandez, P.E. Lic. No. 77142 1 BUILDING GNIG&D SOLUTIONS PROJECT NAME: INTERIOR & - SION HOME IOR RAILINGS FOR: ADDRESS: 4410 N HWY A1A, FORT PIERCE, FL 34949 Design Criteria: Calculations 1. 2020 Florida Building Cc 2. Minimum Design Loads 3. Building Code Requirerr 4. American Institute of StE 5. Specifications for the DE; SEI/ASCE8-02 CALCULATION INDEX: on: Je — 7th EDITION Ir Buildings and other Structures ASCE 7-16 ;nts for Structural Concrete ACI 318-08 ;I Construction AISC-15 Edition ,ign of Cold -Formed Stainless Steel Structural Members CoverPage ........ I ........................................................... Index................................... 2 Wind Analysis .... ........................................................... 3-5 Glass Clamp Railing Fascia Mount....................................6-14 Glass Clamp Railing Top Mount.........................................15-17 Bar and Tube Infills Railing Top Mount..............................18-27 This computation book contain numbered 1 thru 27 including t Computations were performed accepted engineering principal The sign and seal provided her 27. Sincerely, ENGINEERS & GENERAL 1310 NW 67th Ter. Hollywood, FL manual and computerized structural calculations, pages are is page. the best of my knowledge according to sound and generally and code requirements. in are meant to cover all computation sheets pages 1 through ••`PV `FERN N. Digitally signed A `•.`QP��,.��GENSF.�F�y by Danay .=Fernandez '9'•, STATE Oi ?W:`�ate ��: :O •. . 4.: F�.<oR�o 2021.04.08 S�ONAIEaP`� 14:44:25-64'00' Danay Fernandez, PE FL Reg. PE No. 77142 CONTRACTORS PE 77142 1 CGC 1514512 1 CCC 1328768 305.773.7973 1 projects@gdbuildingsolutions.com I gdbuildingsolutions.com 1 2 WIND ANALYSIS • MecaWind v2318 So=t:ware Deveiop'e.r: Me,..a Enterprises .Inc., www.meca.biz, copyright :, 2018 Calculations Prepared by: Date: Apr 06, 2021 File Location: \\GUIDOHOMESERVER\GDBuildingSolutio s\2021 JOBS\ARMANDO REYES\CALCULATION\ GLASS WIND CALCULATION.wnd Basic Wind Parameters - Wind Load Standard = ASCE 7-16 Exposure Category = D Wind Design Speed = 17010 mph Risk Category = III Structure Type = Building Building Type = Enclosed ' General Wind Settings = ASCE 7-16 Wind Parameters = Incl_LF = Include ASD Load Factor of 0.6 in Pressures = True DynType = Dynamic Type of Struct�}re = Rigid NF = Natural Frequency of Szucture (Mode 1) = 1.000 Hz NF = Natural Frequency of S�ructure = 1.000 Hz Zg = Altitude (Ground ElevaLon) above Sea Level = 0.000 ft Bdist = Base Elevation of Structure = 0.000 ft GenElev = Specify the Elevations I For Wind Pressures = Mean Roof Ht SDB = Simple Diaphragm Building = False MWFRS = Analysis Procedure being used for MWFRS = Ch 27 Pt 1 C&C = Analysis Procedure bei g used for C&C = Ch 30 Pt 1 MWFRSType = MWFRS Method Selected = Ch 27 Pt 1 Topographic Factor per Fig 26.8-1 Topo = Topographic Feature = None Kzt = Topographic Factor = 1.000 Building Inputs RoofType: Building Roof Type = Hipped Hipped = W Width Perp to Ridge = 64.000 ft L Length Along Ridge = 73.000 ft EHt Eave Height = 37.000 ft Hip Ridge Hipped Length = 15.000 ft RE Roof Entry Method = S�ope Slope Slope of Roof = 4.0 :12 OH Specify Roof to Wall in ersection and Overhang= Sofit Theta Roof Slope Par Is there a Parapet = False OH —ALL : Sofit = 2.000 ft Exposure Constants per Table 26.1 -1: Alpha: Const from Table 26.11-1= 11.500 Zg: Const from Table 26.11-1= 700.000 ft At: Const from Table 26.11-1= 0.087 Bt: Const from Table 26.11-1= 1.070 Am: Const from Table 26.11-1= 0.111 Bm: Const from Table 26.11-1= 0.800 C: Const from Table 26.11-1= 0.150 Eps: Const from Table 26.11-1= 0.125 Overhang Inputs: Std = Overhangs on all sides are the same = True OHType = Type of Roof Wall Intersections = Sofit OH = Overhang of Roof Beyond Wall = 2.000 ft Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures) (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid S ructures - Complete Analysis Zm = 0.6 * Ht I = 25.400 ft Izm = Cc * (33 / Zm) 0.167 = 0.157 Lzm = L * (Zm / 33) Epsilon = 629.076 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.911 G2 = 0.925*((1+1.7*lzm*3J4*Q)/(1+1.7*3.4*lzm)) = 0.886 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Components and Cladding (C&C) Calculations per Ch 30 Part 1: - a 3 10 3 I ©i p 1@ Q; © p (5: Roof not Shown ' :5 �. .. I 4 4 n = 18.43 Deg Walls 5_ PLAN h = Mean Roof Height above g ade = 42.333 ft Kh = 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/Alpha) (Table 26.10-1)= 1.234 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Fac or per Table 26.6-1 = 0.85 GCPi = Ref Table 26.13-1 for E closed Building = +/-0.18 LF = Load Factor based upon SD Design = 0.60 qh = (0.00256 * Kh * Kzt * K- * Ke * V^2) * LF = 46.56 psf LHD = Least Horizontal Dimens}}Ion: Min(B, L) = 64.000 ft al = Min(0.1 * LHD, 0.4 * hl = 6.400 ft a = Max(al, 0.04 * LHD, 3 fi [0.9 m]) = 6.400 ft h/B = Ratio of mean roof height to least hor dim: h / B = 0.661 Wind Pressures for C&C Ch 30 Pt 1 All Wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft -ft-- ft sq ft ------ psf psf ------------- ---- - -------1----- ---- ------ ----- ----- ------ BALCONY GLASS 4 48.000 36.000 1728.00 No 30.3-1 0.700 -0.800 40.97 -45.63 Area = Span Length x Effective Width 1/3 Rule = Effective width needl not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.3-1 through 30.3-7 p = Wind Pressure: qh*(IGCp - GCpi) [Eqn 30.3-11* *Per Para 30.2.2 the Minimum 4essure for C&C is 9.60 psf [0.460 kPa] (Includes LF) GLASSICLAMP RAILING FASCIA MOUNT �I�ACKET C uos - 461n T v- is V : Igo PUNECTION TO PLATE I)'4Brn -r r k>'z t � 4 I s i CONCRETE STEP 3500 PSI[ lico PCs-so�VARIES� MAX. 5" �Y��.1/[�Q��� V r w L 6 S/ � te^ �O LLs ( A _ 1'j b UPS x � in = Dd �r -cn g 000 Pit `e = to I �-6s/, 333S�.P m tM61.9 sa-eG.Q-d 333 uos +� s C I I l 5 L.�s 7 -19. FASTENER .LOAD •TABLES B. Unif(ed Coarse Threads ;p<: ::.�•Nominal .•;r:A(S's:. . TRR. •�:•>:•;A(R'_:::•:::::.i:'I Nominal low ab(e:. Thread Thread' Tensile:Stress Thread' Tension Diameter & Diameter Area Root Area (Pound.) Threadflnch (Inch) (Sq.ln:) (Sq.In.) .8z32 0.1380 0.0091 0.0078 269 - #8.32 0.1640 1 6.0140 6.0124 414' #10-24 0.1900 0.0175 •0.0152 518 #12.24 0.2160 0.0242 0.0214 .716 _ 1/4.20 0.2500 0.0318 0.0280 941 ` 5/16.18 0.3125 0.0524 6.0469. I 1551 0.3750 0.0775 0.0699 16 2294 0.4375 0.1063 0.0961 3146 0;5000 0.1419 0.1292 4200 0.5625 6.1819' 0:1664 5384 E 0,6250 ' 0,2071 6136 . 0.7500 0.3091 8836 0.8760 L-7- 0.4286 12026 1.0000 0.5630 15708 S¢E� Of%gpE 2 /1STM A 30�' �:F%?Allowable;Sli:ear`Stress''s'•.`•»�°s'#'>t�'»s>rys�'>•`:1705 _ 1...:;....... (}QtX> . . ^'•l ;'r vi A :' ...., . Tf11. .A(R) y } Nominal Nominal A(S) I Allowable Thread Thread Tensile Stress Thread Tension Diameter & Diameter Area Root Area (Pounds)' Thread/Inch (Inch) (Sq.In.) (Sq.ln4 .. #6-32 0.1380 0.0091 0.007 437 #8.32 0.1640 0.0140 0,012 672 #10-24 #12-24 mboo 0:2160 0.0175 0.0242 0.0152 0.0214 840 1162 1/4-20 0:2500 0.0318 6.0280 1526 • ✓ 5/1618 3/8-161 0.3125 0.3750 0.0524 0.0775 0.0469 0.0691 2515 _. 3720 7/16-14 0:4375, 0.1063 0.0961 5102 1/2-13' 0.5000 0.1419 0.1292 6811•. 9/16-12 • 0.5625 ' 0.1819 0;1664 8731 " 5/8-11 0.6250 •0.3068 0.2071 12149�` 3/4-10 0.7500 0.4418 0.3091 1 17495 7/4=9 0.8750 0.6013 0.4286 23511 1-8 1:0000 0.7854 0.5630 1, 31102 For Diameters 5/8" and over: A(S) = 0.7858D2• *For fasteners W' diameter and greater, values, (See page #24 for additional notes) t`A TABLE 5 Minimum Material Thickness to Allowable Shear Bearing (Pounds) Equal Tensile Capacity of"Fastener (In.) Single Double 1/8-St. '1/8• AI. 1/8-Al.- (Pounds) (Pounds),. A36 6053-TS :6053-T6 A36 6063-T5 6063-T6 133 267 1201' 275 414 0.101 0.211 0.154 212 424 1427 328 492 0:128 0.280 0.202 260 520 1653 380 570. 0.136 0.286 0:209 366 731 1B79 432 648 0.169 0.344 0.248 479 057 2175 500 750 0.180 0.385 0.279 602 1603 2389 2719 3262 625 750 938 1125 0.225 0.492 0.637 0.354 0.425 1195 0.268 1642 3285 3806 '875 1313 0.311. 6.740 6.494 2208 4416 4350 vloco 1500 0.357 0:860 0.571 2844- 5687 4894 1125 16M 0.399 0,965 0.640 3068 6136 5437 1250 1875 0.411 0.985 0.655 4416 8836 6525 1500' 2250 0.484 1170 0.766 6013 12026 7612 175U 2625 0.555 1.348, 0.892 7854 15708 8700 2000 3000 0.627 1.526 1.010 or Diameters up"thru 9/16": Allow b t n n a Is a sio - 0.40Eq [A(S)] 1:2289 A R = 0:7854.D - 1.40 F _ -F 1 3 0_40,F AS=0.7854 D - 6.9749 Allowable shear (Single) - „[AR 1 N y TABLE 6 Minimum Material' Thickness to Allowable -Shear Bearing (Pounds) ' Equal Tensile Capacity of Fastener (In.) Single `Double 1/8' St. 1/8' AI. 1/8- Al. (Pounds) (Pounds) A36 6063-TS 6063-T6 A36 6063-T6 216 432 1201 276 414 0:144 0.231 344 687 1427 328 492 0.188 0.308 421 842 1653 380 570 0195 0.313 593 1186' 1879 432 648' 0.232 0.377 T76 1552. 2175 500 750 0.261 0.422 1300 2599 2719 625 938 0.330 0.539 1937 '3874 3262 750 1125 0,396 0.651 2663 5326 3806 875 1313 0.460 0.756 3580 7161 4350 1000 1500 0.532 0.878 4611 9223 4894 1125 1688, 0:595 0.9B6 6259 12517 5437 1250 1815' 0.732 1.220 9013 18025 6525 1500 2250 0.867 1:452 12267 24533 7612 1750 2625 0.993, 1.674 16022 32044 1 8700 L 2000 30M 1:129 1.894 or Diameters up thru 9/161: F 0.40F t` u Allowable tension - 0.40F (A(S)j A(R) - 0.7854rD - 1:22t;9 0 Fv = Fa \\J3- A(S), = 0.7854f( D - O'9N43� Allowable shear (Single) - ! FjA(R)) s and procedures used are taken from the AISC, "Manual of Steel Construction," 9th Edition. 25 E PLATE CONNECTION T k �1:: 1?0 L6 1 140111n t..'5 0 CONCRETE CONCRETE STEP A 3500 PSI _ "tie e T 13 7"'c:t = l?4s .'Gs c4� �(� 60« .-rZ2-GS d t •- i � Ln c�i .01 - I I I K; NJ I- Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: I Concrete - Apr 7, 2021 Page: 1 Specifier: E-Mail: Date: 4/7/2021 1 Input data .� Anchor type and diameter: Kwik Bolt TZ2 - CS 3/8 (2 1/2) hnom3 It b em num er. Effective embedment depth: 2210239 11B-TZ2 3/8x5 hef = 2.500 in I, haom = 3.000 in. Material: Carbon Steel Evaluation Service Report: ESR-4266 Issued I Valid: 12/1/2020 1 12/1/2021 Proof: Design Met illod ACI 318 / AC193 Stand-off installation: eb = 0.000 i (no stand-off); t = 0.620 in. Anchor platen : Ix x ly x t = 6�000 in. x 6.000 in. x 0.620 in.; (Recommended plate thickness: not calculated) Profile: Steel pipe, IPIPE1-1/2XS; (L x W x T) = 1.900 in. x 1.900 in. x 0.200 in. Base material: cracked cor�icrete, 3000, f� = 3,000 psi; h = 420.000 in. Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinfolrcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) no R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading jib, in.lb] Z Y I C►' 0 Input data and results must be checked for conformity with the existing conditions and for plausibilityl PROFIS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaenl Hilti is a registered Trademark of Hilti AG, Schaan 101 Input data and results must be checked for conformity with the existing conditions and for plausibility[ PROMS Engineering (c) 2003-2021 HIM AG, FL-9494 Schaar? Hilt! is a registered Trademark of Hilli AG, Schaan t ' Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Concrete - Apr 7, 2021 Fastening point: 2 Proof I Utilization (Governing Case Loading Proof Tension Concrete Breakout Failt, Shear Concrete edge failure in Combined tension and shear loads ion x+ PN 0.381 Page: Specifier: E-Mail: Date: Design values [lb] Load Capacit 1,765 4,635 180 1,424 PV t 0.126 5/3 3 Warnings • Please consider all details and hints/wamings givin in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibilityl PROMS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 4/7/2021 Utilization PN / PV N Status 39/- OK 413 OK Utilization PN V ["/,] Status 24 OK 123 Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: Concrete - Apr 7, 2021 Date: 4/7/2021 Fastening point: 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the security regulations in accordance with Hilti's techr complied with by the user. All figures contained th the relevant Hilti product. 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The Software serves only as an aid to interpret norms of errors, the correctness and the relevance of the results or suitability for a specific o prevent or limit damage caused by the Software. In particular, you must arrange for the ble, carry out the updates of the Software offered by Hilt! on a regular basis. If you do not use Insure that you are using the current and thus up-to-date version of the Software in each absite. Hilti will not be liable for consequences, such as the recovery of lost or damaged data by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROMS Engineering (c) 2003-2021 Hilti AG, FL-9494 Schaan Kill is a registered Trademark of Hilti AG, Schaan 134 KB-TZ2 Technical Guide Table iB - Minimum edge distance, spacing and concrete thickness for KB-TZ2 [Setting- information Symbol Units > + „, _ , . Nominal anchor, diameter (in) 1/4 3/8 ` ° 1/2. �"I I 5J8 3/4 Effective min. embedment ha' in. (mm) 1-1/2 (38) 1-1/2 (38) 2 2-1/2 (51 64 1-1/2 (38) 2 (51) 2-1/2 (64) 3-1/4 (83) 2-3/4 (70) 3-1/4 (83) 4 (102) 3-1/4 (83) 3-3/4 (95) 4-3/4 (121) Min. member thickness hm'" in. (mm) 3-1/4 (83) 3-1/4 (83) 4 5 (10,) (127) 3-1/2 (89) 4 (102) 5 (127) 5-1/2 (140) 5 (127) 5-1/2 (140) 6 (152) 5-1/2 (1401 6 (152) 8 (203) ivaroon sieei Ir in. 1-1/2 5 2-1%2 2-1/2 8 2-3/4 2-3/4 2-1/4 4-1/2 3-1/2 2-3/4 5 4 3-1/2 Min. edge cw� (mm) 38 (127) (6(4) (64) (203) (70) (70) (57) (114) (89) (70) (127) (102) (89) distance for s a in. 1-1/2 8 6 5 12 5-1/2 9-3/4 5-1/4 6-1/2 5-1/2 7-1/4 10 5-3/4 5-1/2 (mm) (38) (203) (162) (127) (305) (140) (248) (133) (165) (140) (184) (254) (146) (140) in. 1-1/2 5 2-I1/4 2 12 3-1/2 3 2 4-1/2 2-3/4 2-1/4 4-1/2 3-3/4 3-3/4 Min. anchor S.. (mm) 38 (127) (57) (51) (3 5) (89) (76) (51) (114) (70) (57) (114) (95) (95) for c a In. 1-1/2 8 3I1/2 4 8 10 8 433/4 5-1/2 7 4-1/4 6 7-1/2 4-3/4 spacing (mm) (38) (203) (89) (102) (203) (254) (203) (121) (140) (178) (108) (152) (191) (121) in. 1-1/2 5 2-1/2 2-1/2 2-3/4 2-1/2 2-1/4 4 3-1/4 2-1/4 5 4 3-3/4 Min. edge om (mm) (38) (127) (64) (64) (70) (64) (57) (102) (83) (57) (127) (102) (95) distance fors a in. 1-1/2 8 55 5-1/2 4-1/2 5-1/4 7 5-1/2 7 11 7-1/2 5-3/4 (mm) (38) (203) (127) (127) (140) (114) (133) (178) (140) (178) (279) (191) (146) in. 1-1/2 5 2-1/4 2-1/4 2-3/4 2-1/2 2 5-1/2 2-3/4 3 5 4 4 Min. anchor (mm) (38) (127) I (57) (57) (70) (64) (01) (140) 1 (70) 1 (76) 1 (127) 1 (102) 1 (102) spacing In. 1-1/2 8 4 3-1/2 4-1/8 5 4-3/4 5-1/2 4 4-1/4 8 6 5-1/4 for ca , (mm) (38) (203) (102) (89) (105) (127) (121) (140) (102) (108) (203) (152) (133) For SI: 1 inch = 25.4 mm PPI u u N C U to a cmin at s 2: N $ ---------------, $min at c Z i Figure 4 — Interpolation of minimum edge distance and anchor spacing c edge distance (c) April2021 1 14 3 GLASS' CLAMP RAILING OP MOUNT fW01110AINICETABLE Allowable Tension Loads' for Threaded Rod Installed in Solid Concrete THREADED MIN. ALLOWABLP TENSION LOAD BASED ALLOWABLE TENSION LOAD BASED ROD DIA. EMBEDMENT ON EPDXY BOND STRENGTH ON STEEL STRENGTH 2O00 PSI (13.8 MPa) 4000 PSI (27.6 MPa) ASTM A307 ASTM A193 GR. B7 ASTM F593 In. (mm) DEPTH In.(mm) CONCRETE I CONCRETE (SAE1018) (SAE4140) AISI304SS Lbs. kN Lbs. kN Lbs. kN Lbs. kN Lbs. kN 3/8 (9.5) 3-3/8 (85.7) 1,265 (5.6) 2,092 (9.3) 2,080 (9.3) 4,340 (19.3) 3,995 (17.8) 4-1/2 (114.3) 1,616 (7.2) 2,622 (11.7) 2,080 (9.3) 4,340 (19.3) 3,995 (17.8) 4-1/2 (114.3) 3,004 (13.4) I 3,369 (15.0) 3,730 (16.6) 3,730 (16.6) 7,780 (34.6) 7,780 (34.6) 7,155 (31.8) 7,155 (31.8) 6 (152.4) 3,098 (13.8) I 4,791 (21.3) 5/8 (15.9) 5-5/8 (142.9) 3,659 (16.3) I 5,220 (23.2) 5,870 (26.1) 12,230 (54.4) 11,250 (50.0) 7.1/2 (190.5) 5,046 (22.4) 6,985 (31.1) 5,870 (26.1) 12,230 (54.4) 11,250 (50.0) 3/4 (19.1) 6-3/4 (171.5) 4,742 (21.1)I 7,255 (32.3) 49D (37.8) 17,690 (78.7) 14,860 (66.1) 9 (228.6) 6,497 (28.9) 10,057 (44.7) 8, 0 (37.8) 17,690 (78.7) 14,860 (66.1) 1 (25.4) 9 (228.6) 10,951 (48.7J)I 11,209 (49.9) 15,18 (67.5) 31,620 (140.6) 26,560 (118.1) 12 (304.8) 11,338 (50.4) 15,923 (70.8) 15,180 (67.5) 31,620 (140.6) 26,560 (118.1) 1 Use lower value of either bond or steel strength for allowable tensile load. 3,186 Lbs X 0.%0 = 2230 Lbs 2 Linear interpolation maybe used for intermediate spacing and edge distances. (2" Min. edge distance for 3000 PSI concrete) MAiNtETABLE Ali�wable Shear Loads'-2 for Threaded Rod Installed in - . - Solid Concrete THREADED MIN. ALLOWABLE SHEAR LOAD BASED ALLOWABLE SHEAR LOAD BASED ROD DIA. EMBEDMENT ON CONCRETE STRENGTH ON STEEL STRENGTH In.(mm) DEPTH 2O00 PSI (13.8 Pa) 4000 PSI(27.6 MPa) ASTM A307 ASTM A193 GR.B7 ASTM F593 In. (mm) CON(RETEE CONCRETE (SAE 1018) (SAE 4140) AISI 304 SS Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) 3/8 (9.5) 3-3/8 (85.7) 1,557 (6.9) 1,557 (6.9) 1,040 (4.6) 2,170 (9.7) 1,995 (8.9) 4-1/2 (114.3) 3,004 (n3.4) 3,004 (13.4) 1,870 (8.3) 3,895 (17.3) 3,585 (15.9) 5/8 (15.9) 5-5/8 (142.9) 4,387 (19.5) 4,387 (19.5) 2,940 (13.1) 6,125 (27.2) 5,635 (25.1) 314 (19.1) 6-3/4 (171.5) 6,230 1(27.7) 6,230 (27.7) , 50 (18.9) 8,855 (39.4) 7,440 (33.1) ��l (25.4) 9 (228.6) 10,912 1(48.5) 10,912 (48.5) 7,590 (33.8) 15,810 (70.3) 13,285 (59.1) 1 Use lower value of either concrete or steel strength for allowable shear load. I 2 Linear interpolation maybe used for intermediate spacing and edge distances.(Seepage49) 3,004 Lbs x 0.30 = 901 Lbs I (2" Min Edge distance for 3000 PSI concrete) Combinedl Tension and Shear Loading -for G5 Adhesive Anchors Allowable loads for anchors under tension and shear loading at the same time (combined loading) will be lower than the allowable loads for anchors subjected to 100%tension of 100%shear. Use the following equation to evaluate anchors in combined loading conditions: Ws/ + Ca) 5 1 Na = Applied Service Tension Load Va= Applied Service Shear Load Ns = Allowable Tension Load Vs = Allowable Shear Load 16 PERFORMANCt TABLE Averag Ultimate Tension Loads"," for Reinforcing Bar ' Install:d in Solid Concrete REINFORCING EMBEDMENT 2000 PSI (13.8 MPa) 4000 PSI (27.6 MPa) ULTIMATE TENSILE AND YIELD STRENGTH BAR IN CONCRETE IN CONCRETE IN CONCRETE GRADE 6) REBAR MINIMUMYIELD MINIMUMULTIMATE In. (mm) In. (mm) ULTIMATETENSION ULTIMATETENSION Lbs. (kN) Lbs. (kN) STRENGTH TENSILE STRENGTH Lbs. (kN) Lbs. (kN) k3 (9.5) 3-3/8 (85.7) (33.3) 8,090 (35.9) 6,600 (29.4) 9,900 (44.0) 4-1/2 (114.3) I7,480 N/A 10,488 (46.6) 6,600 (29.4) 9,900 44.0) &4 (12.7) 4-1/2 (114.3) N/A 14,471 (64.4) 12,000 (53.4) 18,000 (80.1) 6 (152.4) I 11,235 (50.0) 20,396 (90.7) 12,000 (53.4) 18,000 (80.1) #5 (15.9) 5-5/8 (142.9) N/A 21,273 (94.6) 18,600 (82.7) 27,900 (124.1) 7-1/2 (190.5) I 18,108 (80.6) 31,863 (141.7) 18,600 (82.7) 27,900 124.1) 46 (19.1) 6-3/4 (171.5) N/A 27,677 (123.1) 26,400 (117.4) 39,600 (176.2) 9 (228.6) I 29,338 130.5 47,879 (212.9) 26,400 117.4) 39,600 (176.2 N7 (22.2) 7-7/8 (200.0) N/A 43,905 (195.3) 36,000 (160.1) 54,000 (240.2) 10-1/2 (266.7) I N/A 52,046 231.5 36,000 160.1) 54,000 (240.2 # 8 (25.4) 9 (228.6) N/A 55,676 (247.7) 47,400 (210.9) 71,100 (316.3) 12 (304.8) I 48,000 (213.5) 77,358 344.1 47,400 (210.9) 71,100 (316.3) 49 (28.6) 10-1/8 (257.2) N/A 62,443 (277.8) 60,000 (266.9) 90,000 (400.4) 13-1/2 (342.9) N/A 71959 (320.1) 60,000 (266.9) 90,000 400.4) 410 (31.8) 11-1/4 (285.8) N/A 70,165 (312.1) 76,200 (339.0) 114,300 (508.5) 15 (381.0) I N/A 78,545 (349.4) 76,200 (339.0) 114,300 (508.5) 1 Allowable working loads for the single installations under static loading should not exrd 25% ultimate capacity or the allowable load of the anchor rod. 2 Ultimate load values in 2000 and 4000 psi stone aggregate concrete. Ultimate loads a e indicated for the embedment shown in the Embedment in Concrete column. Performance values are based on the use of minimum Grade 60 reinforcing bar. The use of lower strength rods will result in lower ultimate tension and shear loads. 1 3 SHEAR DATA: Provided the distancefromtherebartotheedgeoftheconcretemembergxceeds1.25timestheembedmentdepthoftherebar,calculatetheultimateshearloadfortherebaranchorageas60%oftheultimatetensilestrengthoftherebar. Average Ultimate Tension Loadsl,a for Threaded Rod lip Installed in Solid Concrete THREADED I HOLE EMBEDMENT Z 3000 PSI (13.8 MPa) ROD DIAMETER IN CONCRETE IN CONCRETE In. (mm) IIn. (mm) In. (mm) ULTIMATE TENSION Lbs. (kN) 1-1/2 (38.1) 1-3/I4 (44.5) 13 (330.2) 100,250 (490.4) 17 (431.8) 143,600 (638.8) 19 (482.6) 150,000 (667.3) 2 (50.8) 2-1%4 (57.2) 16 (406.4) 150,000 (667.3) 17 (431.8) 169,700 (754.9) 1 Allowable working loads for the single installations under static loading should 2 Ultimate load values are i3000psi instone aggregate concrete. Ultimate loat (ASTM A193 Gr. 87). The use of lower strength rods will result in lower ultimata G5 Adhesive Edge/Spacing Di for Installation of Threaded LOAD FACTOR I Critical Edge Distance -Tension 100%Tension Load Minimum Edge Distance -Tension I 70%Tension Load ) Critical fdgeDistance-Shear 100%Shear Load Minimum Edge Distance-Shr 30% Shear Load LOAD FACTOR Critical Spacing -Tension 100%Tension Load Minimum Sparing -Tension 75%Tension Load Critical Spacing -Shear 100% ShearLoad Minimum Spadng-Shear 30% Shear Load exceed 25% ultimate capacity or the allowable load of the anchor rod. are indicated for the embedment shown in the Embedment in Concrete column. Performance values are based on the use of high strength threaded rod ension loads. See chart below. .e Load Factor Summary and Reinforcing Bar" 1.25 x Anchor Embedment 0.50 x Anchor Embedment 1.25 x Anchor Embedment 0.30 x Anchor Embedment DISTANCE FROM ANOTHER ANCHOR 1.50 x Anchor Embedment 0.75 x Anchor Embedment 1.50 x Anchor Embedment 0.50 x Anchor Embedment 1 Use linear interpolation for load factors at edge distances or spacing distances between critical and minimum. 2 Anchors are affected by multiple combination of spacing and/or edge r1kance loading and direction of the loading. Use the product of tension and shear loading factors in design. 17 RAI LI ND TUBE INFILLS GS TOP MOUNT i EOMETRIC ROPERTIES HANDRAIL MODEL 09'00 - 01.9" 316 SS BALUSTER POST MODEL 0916 - 01.9" 316 SS CROSSBAR TUBE MODEL 0900 - 0112" 316 SS Section Properties Area-Sq In 0.9121 Perimeter Ins 23.3860 WVFt-Lbs 1.0489 Ix-In4 1.5801 Sx-In3 0.8316 Rx-In 1.3162 ly-In4 1.5801 Sy-In3 0.8316 Ry-In 1.3162 Section Properties Area-Sq In 1.7859 Perimeter Ins 22.8959 WYFt-Lbs 2.0538 Ix-In4 2.9697 Sx-In3 1.5630 Rx-In 1.2895 ly-In4 2.9697 Sy-In3 1.5630 Ry-In 1.2895 Section Properties Area-Sq In 7.0686 Perimeter Ins 9.4248 WVFt-Lbs 8.1289 Ix-In4 3.9761 Sx-In3 2.6507 Rx-In 0.7500 ly-In4 3.9761 Sy-In3 2.6507 Ry-In 0.7500 20 Project Name: 4410 N HWY A1A, FORT PI ERCE, FL 34949 Date:04/01/2021 Honzo Allowable Stresses for Aluminum 6063�6 6063-T5 6061-T6 6005-T5 (psD (psi) (psi) (psi) Fb 15000 9500 19000 19000 (Tubes &Shapes) 4`800: "- --4.800 _ 9000° _ 80:00 Fb 18000 11500 24000 24000 (Round & Oval) 5500IT 5500 10500 9000,1rt . Fv 8500 5500 12000 12000 Tubes, Shapes & Round ; A' 280.0:. , :_ 28Q0 500A .. 4500 E 1 101,00 ksi 10100 ksi 10100 ksi 10106 ksi White bars apply to nonwelded members and to welded members at loc. fathers than 1.0 in from a weld Shadded bars apply to within 1.Olin of a weld Allowable Stress for Aluminum Welding: Aluminum Filler Alloy 5356 Fv=7000 psi Allowable Stress for Steel Strong and Weak Axis Allowables Stress for Tube Steel Shape: Fb=23760 psi, Fv=14400 psi for Fy=36 ksi E=29000 Ksi Fb=33000 psi, Fv=20000 psi for�Fy=50 ksi E=29000 Ks Allowable Stress for Steel Welding: Welding: E-70XX I Fv=21000 psi Allowable Stress for Stainless Steel Strong and Weak Axis Allowalles Stress for Tube Steel Shape: Fb=16216 psi, Fv=9189 psi fort (SS 304) Fy=30 ksi E=28000 Ksi Fb=34730 psi, Fv=20838 psi for (S32304 Duplex SS) Fy=58 ksi E=28000 Ksi Fb=62870 psi, Fv=37720 psi for (S17400-H1150) Fy=105 ksi E=28000 Ksi Allowable Stress for Steeelding: Welding: E318 or E309 Fv=19200 psi Allowable Stress for Wood Strong and Weak Axis Allov ables Stress for Lumber No.2 Non Dense (2"-4" thick): Fb=1350 psi, Fv=175 psi forl2"4" Wide E=1400 Ksi Fb=1150 psi, Fv=175 psi for 5"-6" Wide E=1400 Ksi DESIGN INFORMATION: 2020 Florida Building Code ,th Edition AISC Manual of Steel Construction 15th Ed, NDS-ASD for Wood Construction 2018, ASCE 27-13 Structural Stainless Steel, Ali minum Design Manual 2015 DESIGN LOADS: Handrail Design Loads: Concentrated Load = 200 lbs. applied at any point in any direction. Uniform Load = 50 plf applied in any direction (other than dwelling units). Guardrail System Loads: Concentrated Load = 200 lbs. applied at any point in any direction at the top of the guardrail (other than dwelling units include a load of 100 lbs applied vertically downward at the top of guardrail). Concentrated horizontal load of 200 lbs applied on a 1 sq ft. area at any point in the system. I 21 H.pos L L L-----~� Railing Span (in) 42-.Oq Post Height (in) Distance center/c Wind Pressure (f Single Concen UnifomOistribl. psi psi VerticeLo Horizontal in of Picket (in) Load (lbs)..... Railing P=20Ol0.Fence P=O.0O Load (pQ......... Railing q=5ODO.Fence q=O.0O .s in .3 in Load (lbs)..... Railing P=5ODO FenmeP=O.0O Vprt|cui Loud �----Hor|zontui Loud .3 in .2 in. ctualWoment: Concentrated Load = 200 lbs. Pzoo-L MTR.200 5 Uniform Load = 50 Of MTR.50:= 0.1012'(f") .L2 For Wind Pressure gwind dpicket 2 MTR.wind 0.1012• — (144 2 .L MTR max(MlTR.200 , MTR.50 , MTR.wind) ctual'-'Shea°r Concentrated Load = 200 lbs. VTR.200 P20 bs Uniform Load = 50 plf C92) VTR.50 0.6' — • L For Wind Pressure gwind dpicket VTR.wind := 0'6.1 144 2 L I VTR maX(VTR.200, VTR.50i VTR.wind) Bending Design: Section Modulus Required Shear Design: Area MTR FbTR 1.5• VTR FvTR BENDINGtop := if(STR'min > min(SXTR, SYTR), "N.G" , "OK" I SHEARtop := if (IATR.min > ATR , "N.G" , "OK" I MTR;200 = 1020.00 . in — lb MTR.597 =- 971,52 in — lb M W;nd = r4 77 - in — lb MTR = .1920.00 in — lb VTR.2o6 = 200.00 lbs uTR.50~= 12Q:00 lbs VTR.wind = 1825, lbs VTR = 200.00 lbs STR.min = 0.06" in3 ATR.mfn = •:0.01{ in2 BENDING,, ='"OK" 23 ctuall;Reaction: Concentrated Load = 200 lbs. RPT.200 P200 RPT.200 ='200.00,1 Ibs Uniform Load = 50 plf q50 R 220:00l Ibs RPT.50 := 1.1' 12 I L PT.50 = For Wind Pressure gwind R Z02.10 Ibs RPT.wind = 1 1( 144 -Hpost•L PT.Wind= `I R `= 702.70 Ibs RPT := mUAkRPT.2005 RPT.50, RPT.wind) PT . ctuMJMoment: Hpost - -1`4756.74 ; in - Ib MPT := max( ax(RPT.200,RPT.50)'Hpost)RPT.wind' 2 MPT — �ctival;Shearz:..� VPT =RPT VPT =. 702;70` Ibs. Bending Design: Section M Idulus Required: SPT.min : MPT SPT;min =. ,0,42 in3 FbPT Shear Design: Area Required: 1.5• VpT in2 APT.mi n APT.'min = 0.05 FVPT BENDINGpost := tf(SPT.min SxpT, "N.G" , "OK") BENDINGpost = "OK° I - SHEARpost := if(ArT.min APT, °N.G" , "OK") SHEARpost = !E 24 Loaded Ilea 1 Ft^2 3000 H.post hCalote H.post MOMPDX, L 3.0000 Assume three pickets acting simultaneously I --1 A- P-1 PZF7 (MTKO P50 �= lbs Wpicket:� 1�4piAet 12 3 in qpicket := Max(25.00 , qwind) lqpi.k-et Psf 2 L qpicket,dpicket,L MPK:= MaX 6-wpickef Wpickef 18) 14 4-8 JMpK 36 in -lb 6) qpicket,dpicket*L VPK:= M412.wpicket- L 144.2 1 VPx 30.42 lb Bending Design: Section Modulus Required: MPK 3 FbPK SPK�.i.:= lspk.min- in Shear Design: Area Requiredi I 1.5-VPK JA mm'0,,002] in' FVPK S6cti.on,Providod:-,,j BENDINGPicket := if(SPK..i.11 SXPK, "N.G" , "OK" IBENDINGpj ' t' POK',j bke SHEARPicket:= if(APK..i. >jl APK, "N.G" , "OK" JSHEA-Rijke, = �"OK- 25 ,PERFORMANCE Allowa le Tension Loads for Threaded Rod Installed in .. Solid Concrete THREADED MIN. ALLOWABLE �ENSION LOAD BASED ALLOWABLE TENSION LOAD BASED ROD DIA. EMBEDMENT ON EPDXY BOND STRENGTH ON STEEL STRENGTH 2O00 PSI (13.8 MPa) 4000 PSI (27.6 MPa) ASTM A307 ASTM All 93 GR. B7 ASTM F593 In. (mm) DEPTH In. (mm) CONCRETE CONCRETE (SAE 1018) (SAE 4140) AISI 304 SS Lbs. kN Lbs. kN Lbs. kN Lbs. kN Lbs. kN 3/8 (9.5) 3-3/8 (85.7) 1,265 (5.6) 2,092 (9.3) 2,080 (93) 4,340 (19.3) 3,995 (17.8) 4-1/2 (114.3) 1,616 (7.2) 2,622 (11.7) 2,080 (9.3) 4,340 (19.3) 3,995 (17.8) 1/2 (12.7) 4-1/2 (114.3) 3,004 (13.4) I 3,369 (15.0) 3,730 (16.6) 3,730 (16.6) 7,780 (34.6) 7,780 (34.6) 7,155 (31.8) 7,155 (31.8) 6 (152.4) 3,098 (13.8) I 4,791 (21.3) 5/8 (15.9) 5-5/8 (142.9) 3,659 (16.3) 5,220 (23.2) 5,870 (26.1) 12,230 (54.4) 11,250 (50.0) 7-1/2 (190.5) 5,046 (22.4) 6,985 (31.1) 5,870 (26.1) 12,230 (54.4) 11,250 (50.0) 3/4 (19.1) 6-3/4 (171.5) 4,742 (21.1) I 7,255 (32.3) \490 (37.8) 17,690 (78.7) 14,860 (66.1) 9 (228.6) 6,497 (28.9) 10,057 (44.7) 0 (37.8) 17,690 (78.7) 14,860 (66.1) 1 (25.4) 9 (228.6) 10,951 (48.7) I 11,209 (49.9) 15,18 (67.5) 31,620 (140.6) 26,560 (118.1) 12 (304.8) 1338 (50.4) 1, 15,923 (70.8) 15,180 (67.5) 31,620 (140.6) 26,560 (118.1) 1 Use lower value of either bond or steel strength for allowable tensile Ioad. 2 Linear interpolation maybe used for intermediate spacing and edge distances. 3,186 Lbs x 0.70 = 2230 Lbs (2" Min. edge distance for 3000 PSI concrete) Allowable Shear Loads1,2 for Threaded Rod Installed in - . Solid Concrete THREADED MIN. ALLOWABLE SHEAR LOAD BASED ALLOWABLE SHEAR LOAD BASED ROD DIA. EMBEDMENT 014 CONCRETE STRENGTH ON STEEL STRENGTH In. (mm) DEPTH 2O00 PSI (13.8 MPa) 4000 PSI (27.6 MPa) ASTM A307 ASTM All 93 GR. B7 ASTM F593 In. (mm) CONCRETE I CONCRETE (SAE1018) (SAE4140) AISI304SS Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) 3/8 (9.5) 3-3/8 (85.7) 1,557 (6I9) 1,557 (6.9) 1,040 (4.6) 2,170 (9.7) 1,995 (8.9) 4-1/2 (114.3) 3,004 (13I.4) 3,004 (13.4) 1,870 (8.3) 3,895 (17.3) 3,585 (15.9) S/8 (15.9) 5-5/8 (142.9) 4,387 (19.5) 4,387 (19.5) 2,940 (13.1) 6,125 (27.2) 5,635 (25.1) 314 (19.1) 6-3/4 (171.5) 6,230 (27.7) 6,230 (27.7) 50 (18.9) 8,855 (39.4) 7,440 (33.1) 1 (25.4) 9 (228.6) 10,912 (4.5) 10,912 (48.5) 7,590 (33.8) 15,810 (70.3) 13,285 (59.1) 1 Use lower value of either concrete or steel strength for allowable shear load. 2 Linear interpolation maybe used for intermediate spacing and edge distances. (Jee page 49) 1,557 Lbs x 0.30 = 467 Lbs (2" Min Edge distance for 3000 PSI concrete) Combined tension and Shear Loading -for G5 Adhesive Anchors Allowable loads for anchors under tension and shear loading at the same time (combined loading) will be lower than the allowable loads for anchors subjected to 100%tension or 100%shear. Use the following equation to evaluate anchors in combined loading conditions: (jNa)+ (1a) No = Applied Service Tension Load Va= Applied Service Shear Load s Vs Ns = Allowable Tension Load Vs = Allowable Shear Load Reg PERFORMANCE TABLE Average lUltimate Tension Loads1,2,3 for Reinforcing Bar - ' - Installed in Solid Concrete REINFORCING EMBEDMENT 2000 PSI (13.8 MPa) 4000 PSI (27.6 MPa) ULTIMATE TENSILE ANDYIELD STRENGTH BAR IN CONCRETE IN CONCRETE IN CONCRETE GRADE 6 REBAR MINIMUMYIELD MINIMUMULTIMATE In. (mm) in. (mm) jl UITIMATETENSION ULTIMATETENSION Lbs. (kN) Lbs. (W) STRENGTH TENSILE STRENGTH Lbs. (kN) Lbs. (kN) # 3 (93) 3-3/8 (85.7) 7, 0 (33.3) 8,090 (35.9) 6,600 (29.4) 9,900 (44.0) 4-1/2 (114.3) N/A 10,488 (46.6) 6,600 (29.4) 9,900 (44.0) #4 (12.7) 4-1/2 (114.3) I N/A 14,471 (64.4) 12,000 (53.4) 18,000 (80.1) 6 (152.4) 11, 35 (50.0) 20,396 (90.7) 12,000 (53.4) 18,000 (80.1) #5 (15.9) 5-5/8 (142.9) I N/A 21,273 (94.6) 18,600 (82.7) 27,900 (124.1) 7-1/2 (190.5) 18,108 (80.6) 31,863 (141.7) 18,600 (82.7) 27,900 (124.1) #6 (19.1) 6-3/4 (171.5) I N/A 27,677 (123.1) 26,400 (117.4) 39,600 (176.2) 9 228.6) 29,338 130.5) 47,879 (212.9) 26,400 (117.4) 39,600 (176.2 #7 (22.2) 7-7/8 (200.0) N/A 43,905 (195.3) 36,000 (160.1) 54,000 (240.2) 10-1/2 266.7) I N/A 52,046 (231.5) 36,000 160.1) 54,000 (240.2 # 8 (25.4) 9 (228.6) I N/A 55,676 (247.7) 47,400 (210.9) 71,100 (316.3) 12 304.8) 48,000 213.5) 77,358 (344.1) 47,400 210.9) 71,100 316.3) # 9 (28.6) 10-1/8 (257.2) N/A 62,443 (277.8) 6D,000 (266.9) 90,000 (400.4) 13-1/2 (342.9) I N/A 71959 (320.1) 60000 266.9 90000 400.4 # 10 (31.8) 11-1/4 (285.8) N/A 70,165 (312.1) 76,200 (339.0) 114,300 (508.5) 15 (381.0) I N/A 78,545 (349.4) 76,200 (339.0) 114,300 508.5) 1 Allowable working loads for the single installations under static loading should not exceed 25% ultimate capacity or the allowable load ofthe anchor rod. 2 Ultimate load values in 2000 and 4000 psi stone aggregate concrete. Ultimate loads are indicated for the embedment shown In the Embedment in Concrete column. Performance values are based on the use of minimum Grade 60 reinforcing bar. The use of lower strength rods will result in lower ultimate tension and shear loads. 3 SHEAR DATA: Provided the distance from the rebartothe edge ofthe concrete member exceed 11.25times the embedment depth ofthe rebar, calculate the ultimate shear load for the rebaranchorage as60%ofthe ultimate tensilestrength ofthe rebar. Average Ultimate Tension Loads1,2 for Threaded Rod Installed in Solid Concrete Elp THREADED HOLE EMBEDMENT >_ 3000 PSI (13.8 MPa) ROD DIAMETER IN CONCRETE IN CONCRETE In. (mm) In. (i m) In. (mm) ULTIMATE TENSION Lbs. (kN) 1-1/2 (38.1) 1-3/4 (44.5) 13 (330.2) 100,250 (490.4) I 17 (431.8) 143,600 (638.8) 19 (482.6) 150,000 (667.3) 2 (50.8) 2-1/4 (57.2) 16 (406.4) 150,000 (667.3) I 17 (431.8) 169,700 (754.9) 1 Allowable working loads for the single installations under static loading should 2 Ultimate load values are z 30DO psi in stone aggregate concrete. Ultimate loa( (ASTM A193 Gr.87). The use of lower strength rods will result in lower ultimat( G5 Adhesive Edge/Spacing Distance for Installation of Threaded Rod ai LOAD FACTOR Critical Edge Distance -Tension 100%Tension Load - Minimum Edge Distance -Tension 70%Tension Load - Critical Edge Distance -Shear 100% Shear Load - Minimum Edge Distance -Shear 30%Shear Load - LOAD FACTOR Critical Spacing -Tension 100%Tension Load Minimum Spacing -Tension 75%Tension Load Critical Spacing -Shear 100% Shear Load Minimum Spadng-Shear 30%Shear Load 25% ultimate capacity or the allowable load of the anchor rod. ted for the embedment shown in the Embedment in Concrete column. Performance values are based on the use of high strength threaded rod ids. See chart below. Dad Factor Summary Reinforcing Bar" DISTANCE FROM EDGE OF CONCRETE 1.25 x Anchor Embedment 0.50 x Anchor Embedment 1.25 it Anchor Embedment 0.30 x Anchor Embedment DISTANCE FROM ANOTHER ANCHOR 1.50 x Anchor Embedment 0.75 x Anchor Embedment 1.50 x Anchor Embedment 0.50 x Anchor Embedment 27 1 Use linear interpolation for load factors at edge distances or spacing distances beiweencriticalandminimum. 2 Anchors are affected by multiple combination of spacing and/or edge distance loading and direction of the loading. Use the product of tension and shear loading factors in design.