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HomeMy WebLinkAbout500 Art Ln (6)Permit # : © (O Job Address: 7 Description of Work: _ Historic District: CITY OF SANFORD PERMIT APPLICATION Date: _ Value of Total Square RFCENED JUN 12 2006 Permit Type: Building Electrical Mechanical Plumbing Fire r arm- Pool Electrical: New Service – # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing(New Residential: # of Water Closets Plumbing Repair – Residential or Commercial Occupancy Type: Residential Commercial Industrial Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Owners Name i_ z Phone: YU / -_-Ila /, Numbar:, L,C1 L-1 '%U —35UU Phone & Fax: 1V 1 7 V " is IV I YV / rContact Person: 1-1 C "U11 / CY V 611V ISM'1Phone: %f(J / yu(l' Bonding Company: Address: Mortgage Lender; Address: �j � � — ArchilectlEngiaeer. (. C.� � � 2 Phone: gwo Address: r Fax; Oro &R41V?0 d/�'_ Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to mad standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR BVROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WIT11 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In ad ' on to the irementa of this permit, there may be additional restrictions app ' e W this that may be found in the public records of this county, d there may be a 'tional permits required from other governmental edities su as water maaag ant districts, state agencies, or federal agencies. Acceptance a cati n that I will �otify the owner of the property of the requ' ants o rida Li Law, FS 71 1. Signature of Notary -State of Florida HEATHER JUMNb 1 UN Notary Public, State of Florida My comm. exp. Dec. 19, 2007 Owner/Agent is '& Personally Known EWA. No. DD274373 Produced ID APPROVALS: ZONING: b l 1 Y•o 6 unL: Special Conditions: Rev 03/2006 ®► Date ntracto Agent's N e Signature of Notary -State of Florida HERMER NER JOHNSTON Notary Public, State of Florida My comm. exp. Dec. 19, 2007 Contractor/Agent is4— Personally Known tdaWRI. No. DD274373 Produced ID mj� '/� SLDG: l a�� b", S59-1 Notes: 1. Concrete for retaining wall sholl be f'c=5,500 psi. 2. All reinforcing steel for retaining wall shall be ASTM A-615, Grade 60 (fy=60,000 psi). Concrete cover over reinforcing steel shall be 3". 3. All structural steel for walkway shall be in accordonnce with ASTM 709, Grade 50. 4. All structural steel shall be pointed with an approved system to prevent rusting. 5. Concrete Anchors shown for attaching walkway L6x6xl/2 supports to face of concrete retalning wall shall be Ramset/Red Head Thru Bolt Wedge Anchors, %2" diameter x 4%g" long, or an approved equal. Anchors shall be galvanized. Use care when drllling Into concrete for placement of the anchors to avoid wall reinforcing steel. 6. Information regarding finish and color of proposed "Trex" decking and roiling system shall be provided by the owner. 7. "Trex" Railing type to be specified by the owner. 8. Timber for proposed 2" x 6" beams shall be treated Southern Yellow Pine, Grade NoJ or better, wtih a minimum allowable Fb=1,800 psi and Fv=150 psi. Timber beams shall be connected to the top flange of C12x25 with a %4" x 2" galvanized lag bolt through a 5/6" hole in the top flange. 9. "Trex" decking shall be installed using galvanized screws In accordance with the manufacturers recommendations. / I U- A 0 #5 Bors #5 Bars & 12" max. o N 0 12" max. w o ##,Bax. 2" x 4" Const. Jt. EL. 42.20± z m 5'-0" UEL.39.00 '-6" m o - 7--- - W z W �- # W W 7� U J W i jIL CL oaWaW Place ogalnst undisturbed earth r a m � = U = 0moUvicn #5 Bars v /2" TYPICAL SECTION Retaining Wall at Pool t Yi —7 --- ice r r- ` A�� ;1+. AtiM1 #5 Bars v 12" #6 Bars o 6" max. Place against undisturbed earth. Slope face of key as steep as ground will allow (Typical). J O c O CL a °C O LL OQ J VU Z ND ) Z Z Top of proposed pool deck � Cantilever WalkwayQ Z Q Q W W p 11-411 O3: UW). EL. 4900 Z CD W OC °C O L J QZ = J ` �< ~ O #5 Bars a 12" max. 0: 0 0 #5 Bors #5 Bars & 12" max. o N 0 12" max. w o ##,Bax. 2" x 4" Const. Jt. EL. 42.20± z m 5'-0" UEL.39.00 '-6" m o - 7--- - W z W �- # W W 7� U J W i jIL CL oaWaW Place ogalnst undisturbed earth r a m � = U = 0moUvicn #5 Bars v /2" TYPICAL SECTION Retaining Wall at Pool t Yi —7 --- ice r r- ` A�� ;1+. AtiM1 #5 Bars v 12" #6 Bars o 6" max. Place against undisturbed earth. Slope face of key as steep as ground will allow (Typical). V LL w -n„ O 04 CANTILEVER WALKWAY DETAIL B "Trex" Type Roiling System Treated 2" x 6" Timber Beams @ l0" max. spacing C12 x 25 v 7'-6" max. spacing 3-A307 3/ " Bolts See Detail A 3-A307 Y4" Bolts See Detall 8 C12 x 25 Brace 0 7'-6" max.spo. 3-A307 3/ " Bolts See Detall B V2'1 m x 4V8 " RedHead ThruBolt Wedge Anchors, or approved equal L6"x6"x V2" A307 3/ " Bolt (Typ.) T/n„_ — -. DETAIL A V2 " 0 x 4V8 " RedHead ThruBolt Wedge Anchors f Typ.I, or approved equal L 6" x 6" x V2' (Typ.) x U I .301 f yp. �v C(2x25'1 J "'47, !r)"rr=� VIEW D -D, 8 J O Q c O a o WI H oc N Y U OLL J Z J JWp < N t§ 2 N Cl? -x25 w Q W 0:0 OIZ Ix Q W Co oZ w 0 w W J Q � LU w U 8 NI O WI N O t§ 2 N o >- z m r I- CO n U W - - W Z ]C W H W W ) 3 U J W a 0<Ui W I- 0 a. 0 U N N 4'. Retaining Wall and Walkway Calculations The Reserve at Sanford Seminole County, Florida Prepared For Levitt and Sons June, 2006 0 INCORPORATED PLANNING - 11INSINERRINO - BURVEYINO DRO SOUTH MAGNOLIA AVE. - P-O.BOX 2768 - ORLANDO. FL32aM-27a8 TELEPHONE 407/803.61 20 FACSIMLE 407/8421-MM4 PQOJF-CT"�St�rtNOV %VLt io6 NO. MADE 5y- CWECY-F-D BY DA -M- SWIFEET 'L OF 114-%' t-6 106 w Sri V Ass — -- ---- I—T ol I -4 -T- F T Fl T' 4-t- ETL vt 4 t-6 TABLE 1604.1 - TABLE 1604.3 TABLE 1604.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS OCCUPANCY OR USE LIVE LOAD (pet) Apartments (see Residential) 100 Armories and drill rooms 150 Assembly halls and other places of assembly: 80 Fixed seats 50 Movable seats 100 Balcony and decks (exterior) same as occupancy 40 but not less than 60 On one and two family dwellings 40 Bowling alleys, poolrooms and similar 200 recreational areas 75 Corridors: 100 First floor 100 Other floors, same as occupancy served except as indicated 100 Dance halls and ballrooms 100 Dining rooms and restaurants 100 Dwellings (see Residential) Fire escapes 100 On multi- or single-family residential 75 buildings only 40 Garages (passenger cars only) 50 For trucks and buses use AASHTOI lane loads 100 Grandstands (see Reviewing Stands) 50 Gymnasiums, main floors and balconies 100 Hospitals: 125 Operating rooms, laboratories 60 Private rooms 40 Wards 40 Corridors, above first floor 80 Hotels (see Residential) Libraries: Reading rooms 60 Stack rooms (books and shelving at 65 pcf) 125 Corridors, above first floor 80 Manufacturing: Light 100 Heavy 150 Marquees 75 Office Buildings: Offices 50 Lobbies 100 Corridors, above first floor 80 File and computer rooms require heavier loads based upon anticipated occupancy Penal institutions: Cell blocks 40 Corridors 100 Residential: Multifamily houses: Private apartments 40 Public rooms 100 Corridors 80 Dwellings: Sleeping rooms 30 Attics with storage 30 Attics without storage 10 All other rooms 40 Hotels: Guest rooms 40 (continued) TABLE 1604.1 (continued) MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS OCCUPANCY OR USE LIVE LOAD (pst) Public rooms 100 Corridors serving public rooms 100 Corridors 80 Reviewing stands and bleachers2 100 Schools: 200 Classrooms 40 Corridors 80 Sidewalks, vehicular driveways and yards, subject to trucking 200 Skating rinks 100 Stairs and exitways 100 One -and two-family dwellings 40 Storage warehouse: Light 125 Heavy. 250 Stores: Retail: First floor, rooms 75 Upper floors 75 Wholesale 100 Theaters: Aisles, corridors and lobbies 100 Orchestra floors 50 Balconies 50 Stages and platforms 125 Catwalks 40 Followspot, projection and control rooms 50 Yards and terraces, pedestrians 100 For Sl: I psf = 47.8803 Pa. Notes: 1. American Association of State Highway and Transportation Officials. 2. For detailed recommendations, see NFPA 102. 1604.3 Concentrated floor live loads. In the design of floors, probable concentrated loads shall be considered. Where such loads may occur, the supporting beams, girders and slabs shall be designed to carry either the concentrated loads or the live load described in 1604.1, whichever pro- duces the greater stresses. Concentrated loads shall be equal to the machinery, vehicle, equipment or apparatus anticipat- ed but shall be not less than the loads specified in Table 1604.3. TABLE 1604.3 MINIMUM CONCENTRATED LOADS1 LOCATION LOAD (lb) Elevator machine room grating (on area of 4 sq in.) 300 Finish light floor plate construction (on area of 1 sq in.) 200 Garages Note 2 Office floors 2,000 Scuttles, skylight ribs, and accessible ceilings 200 Stair treads (on area of 4 sq in. at center of tread) 300 For SI: l Ib = 4.4482 N, I sq in. = 645.16 mm2, I sq ft = 0.0929 m2. Notes: 1. Load distributed uniformly over an area of 21/z sq ft unless noted oth- erwise. (rontinued) 16.2 FLORIDA BUILDING CODE — BUILDING Bowyer -Singleton & Assoc. 520 South Magnolia Ave. Orlando, Florida JOB NO. LEV/J8 Reserve @ Sanford Orange County 06/06/06 ---------------------------------------------------------------- ---------------------------------------------------------------- �► A840MENT ANALYSIS BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% WALL DIMENSIONS & DESIGN PARAMETERS Backwall Thickness Backwall Height Abut Stem @ Top Abut Stem @ Bot Overall Height Footing Width Footing Thickness Toe to Face Wall Fill over Footing Ht. of LL Surcharge CL Bearing (from face/stem) Super DL Super LL Fh @ Bearing Angle of Internal Friction Angle of Wall Friction Angle of Fill Behind Wall Angle of Rear Face Soil Density Sliding Friction 0 ft. ✓�� 0 ft. 1 ft. 1 ft. 10.25 ft. ✓ 7.5 ft. ✓� 1.25 ft. Wall h = 1.5 ft. 'f Heel = 1 ft. 2 ft. 9.00 ft. 5.00 ft. 0.5 ft. 0 kips/ft ✓ W Ali Qh.�.� , ��� o��r�;' . 0 kips/ft 0.11 kips/ft 1 �.s �a�►a7 �S �e���vt 'To 300 J 1MNM1 L �M � w►�1�� �,,�p1�t� 90 120 pcf 0.4 Concrete fc = 5500 psi Steel fs = 24000 psi r Remarks: EARTH PRESSURE COEFFICIENTS Active Pressure Behind Wall Ka = 0.333 1 Passive Pressure Front of Wall (assume level fill) Bowyer -Singleton & Assoc. 520 South Magnolia Ave. Orlando, Florida JOB NO. LEV/J8 Reserve @ Sanford Orange County 06/06/06 ------------------------------------------------ -- - `^� ABW;PAAEPI ANALYSIS BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% Kp = 3.000 3 Bowyer -Singleton & Assoc. JOB NO, LEV/J8 520 South Magnolia Ave. Reserve @ Sanford Orlando, Florida Orange County 06/06/06 WAS ANALYSIS BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% SUM FORCES & MOMENTS (@ toe of footing) Vertical Forces super dl super II backwall main stem tri stem footing earth frnt earth bad earth tri Horizontal Forces --------------- -------- wt h v V x pcf ft ft #/ft ft 2101 3.42 H 0 2 ft 820 5.13 0 2 150 0.00 0.00 0 2.50 150 1.00 9.00 1350 2.00 150 0.00 9.00 0 2.50 150 7.50 1.25 1406 3.75 120 1.50 1.00 180 0.75 120 5.00 9.00 5400 5.00 120 0.00 9.00 0 2.50 --------------- 8336 horiz force from super Ka earth bhnd 0.33 Ka II surchrg 0.33 Kp earth frnt 3.00 friction wt 120 wt 120 wt 120 V 8336 h^2/2 52.53 2"h 20.50 H^2/2 0.78 f 0.40 H y #/ft ft 110 10.25 H y #/ft ft 2101 3.42 H y #/ft ft 820 5.13 H y #/ft f ft 281 0.42 H y #/ft ft 3335 '� 0.00 M #-ft/ft 0 0 0 2700 0 5273 135 27000 0 ------------ 35108 M #-fUft 1128 M #-tuft / 7179 M #-ft/ft / 4203 M #-ft/ft 117 M #-ft/ft 0 , Bowyer -Singleton & Assoc. 520 South Magnolia Ave. Orlando, Florida ---------------- ---------------- AOW+ h -NT ANALYSIS JOB NO, LEV/J8 Reserve @ Sanford Orange County 06/06/06 BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% ---------------------------------------------------------------- ---------------------------------------------------------------- STABILITY ANALYSIS Sliding S.F. = 1.5 Required 281+ 3335 3616 A� S.F. _--------------- ------ --------------------- _ �__> NG 'rjf 2101 820 .'� 1 t c Overturn S.F. = 2.0 Required 35108 �/ + 117 ✓ 35226 / S.F. _--------------------------------------------- = 2.82 <_= OK 1127.5 7179 1 4203 f 12509 FOUNDATION PRESSURES Net M = 22716 #-ft/ft @ toe ftg V = 8336 #/ft e = 2.73 ft from toe M = 8545 #-ft/ft 5 center ftg Case 1 Governs, e > ftg w/3 Case 1 - Resultant in middle third of footing V/A= 1112 psf M / S = 911 psf Pmax = 2023 psf Ao'`*o% Pmin = Case 2 - Resultant outside middle third of footing Pmax = 2039 psf 4.77 200 psf ft %L Bowyer-Singleton & Assoc. JOB NO. LEV/J8 520 South Magnolia Ave. Reserve @ Sanford Orlando, Florida Orange County 06/06/06 A8LIXME1d*T ANALYSIS BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% CONCRETE DESIGN Steel fs = 24000 psi Concrete fc = 5500 psi fc = 0.4 " fc = 2200 psi, USE 1200 fv = .95 ' f c^0.5 = 70 psi fr = 556 psi Ec = 57000(fc)^0.5 = 4227233 psi N= 7 k= 0.255 j= 0.915 R = 140 a= 1.830 P= 0.006 ------------------------------------------------------------------------------------------ STEM DESIGN - As a Cantilever with Lateral Earth Pressures Only --------------- --------------- Fcr 1.33 x H t d M As req'd d req'd As min As req'd ft in in #-ft/ft int/ft in int/ft int/ft Backwall 0.00 0.00 -2.50 0 0.00 0.00 #DIV/0! 0.00 0.00 0.00 -2.50 0 0.00 0.00 #DIV/01 0.00 Stem 0.90 12.00 9.50 37 0.00 0.52 0.92 0.00 1.80 12.00 9.50 168 0.01 1.10 0.92 0.01 2.70 12.00 9.50 423 0.02 1.74 0.92 0.03 3.60 12.00 9.50 829 0.05 2.43 0.92 0.06 4.50 12.00 9.50 1418 0.08 3.18 0.92 0.11 5.40 12.00 9.50 2216 0.13 3.98 0.92 0.17 6.30 12.00 9.50 3255 0.19 4.82 0.92 0.25 7.20 12.00 9.50 4562 0.26 5.70 0.92 0.35 8.10 12.00 9.50 6167 0.35 6.63 0.92 0.47 9.00 12.00 9.50 8100 0.47 7.60 0.92 0.62 V S it V S 'a'� f; 4s-. A90 1N~ CHECK Shear @ Bottom of Stem V = 1620 + 720 = 23401bs Bowyer -Singleton & Assoc. 520 South Magnolia Ave. Orlando, Florida JOB NO. LEV/J8 Reserve @ Sanford Orange County 06/06/06 ---------------------------------------------------------------- ---------------------------------------------------------------- ASW+MEWT ANALYSIS BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% ---------------------------------------------------------------- ---------------------------------------------------------------- v = V/bd = 21 psi allowable shear = 70 psi <_= Stem OK (�t> L ` Bowyer -Singleton & Assoc. JOB NO. LEV/J8 520 South Magnolia Ave. Reserve @ Sanford Orlando, Florida Orange County 06/06/06 ---------------- ---------------- AOtTME T -ANALYSIS BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% ---------------------------------------------------------------- ---------------------------------------------------------------- TOE @ FACE OF WALL NOTE: Footing design is based on Case 2 Bearing Pressure Distribution. If Case 1 governs, check results carefully! Brg Pressure Distribution: Case 1 Governs - CAUTION ftg width w = 7.5 ft width toe t= 1.5 ft brg pressures @ toe P= 2039 psf @ face P= 1665 psf @ d from face p = 1800 psf M = 1873 + 281 = 2154 #-ft/ft d req'd = 3.92 in d prv'd = 11.50 in (bottom steel 3" cover) As req'd= 0.102 in2/ft Min Steel Mc = 250297 #-in/ft As = 1.2*Mc/ad = 1.19 in2/ft OR As = 1.33 * As req'd = 0.14 in2/ft CHECK Shear on Toe @ d from Face of Stem brg pressure 1040 lbs/ft less: fill -65 lbs/ft conc -102 lbs/ft --------------- V = 1077 lbs/ft V= V/bd = 8 psi allowable shear = 70 psi <== Toe OK 1 Bowyer -Singleton & Assoc. 520 South Magnolia Ave. Orlando, Florida ---------------- ---------------- AWJXM6NT ANALYSIS JOB NO. LEV/J8 Reserve @ Sanford Orange County 06/06/06 BRIDGE NAME: Reserve @ Sanford AASHTO GROUP: I = D + L + E STRESS LEVEL: 100% I� HEEL @ BACK OF STEM ftg width w = 7.5 ft heel h= 5 ft say brg pressure= 0 psf V x X = M #/ft ft #-ft/ft earth 5400 2.50 13500 ftg 938 2.50 2344 less : brg press 0 0 --------------- --------------- net shear 6338 #/ft net moment 15844 #-ft/ft d req'd = 10.63 in d prv'd = 12.50 in (top steel 2" cover) As req'd= 0.693 in2/ft Min Steel Mc = 250297 #-in/ft As = 1.2"Mc/ad = 1.19 in2/ft S VL b �i 6 OR � \ As = 1.33 " As req'd = 0.92 in2/ft b % 1 CHECK Shear in Heel @ Back of Stem V = 6338 lbs V= V/bd = 42 psi allowable shear = 70 psi <_= Heel OK P920JECTC-��1L�:Y JOB NO. MADE 8Y INCORPORATED C W EC k E D 5Y ��--•��`'� �_ PLANNING ENGINEERING SURVEYING DATE 5W EE TOF 520 SOUTH MAGNOLIA AVE. P.O. BOX 2769 ORIANOO. FL 32802-2769 TELEPHONE 407/843-5120 FACSIMILE 407/649-0664 is Arp ME d' Code Compliance Joist Spanning for Decking Trex® decking meets all applicable national model building codes. The joists must be spaced according to the chart below. Be sure that all joists are level and plumb. Trex decking must span at least three joists. Adjust Joist Spanning to Accon nodate Angled Decking Patterns 90' Perpendicular to joists. See chart above. 60 At a 60 ° angle, maximum joist spanning is 2" less than above chart. 45 At a 45 ° angle, maximum joist spanning is 4" less than above chart. 30 At a 30' angle, maximum joist spanning is 1/2 of the above chart. 16 TREX® PRODUCT & INSTALLATION GUIDE Trex® Decking Span Chart Residential Decks, Light Duty Docks, Commercial Decks, Residential/Daycare Playground Boardwalks & Marinas Loading 100psf ! 100psf 200psf 5/4 x 6 16" 16" 12" 2 x 4, 6 20" 20" 16" 2 x 6 HS 24" 24" 16" 5/4 x 6 Stairs 10.5" 10.5" 10.5" 2 x 6 Stairs 12" 12" 12" Adjust Joist Spanning to Accon nodate Angled Decking Patterns 90' Perpendicular to joists. See chart above. 60 At a 60 ° angle, maximum joist spanning is 2" less than above chart. 45 At a 45 ° angle, maximum joist spanning is 4" less than above chart. 30 At a 30' angle, maximum joist spanning is 1/2 of the above chart. 16 TREX® PRODUCT & INSTALLATION GUIDE P 120 ECT JOB NO. MASE e�,Y INCORPORATED C N EC K E D 6Y DATE P L A N N I N G • ENGINEERING • SURVEYING 520 SOUTH MAGNOLIA AVE. P.O. BOX 2769 OPLANOO. FL 32SO2-2769 TELEPHONE 407/843-51 20 FACSIMILE 407/6496664 SHEET OF !v.! C ,� t ' �.1°moi �"'""'� 1� � 1���I+•�,� �:�'""' 4.'�+ 1''�.."� _.'� ''`r -'#,.. �'";a y �`. , .'* � �`'�e a z . `:�!; ra <c44.�b.x1Z f 3 0 U ��. � Ati.�.,�••,a — � f � i tl. > � .� �c i'�'! ,� �j J � � �� �• aCa !L. PQOJ ECT JOB NO. MADE E�lY INCORPORATED C N EC K E D 6Y SATE PLANNING • ENGINEERING • SURVEYING 520 SOUTH MAGNOLIA AVE. P.O. BOX 2769 ORLANOO. FL 32BC2-2769 TELEPHONE 407/843-5120 FACSIMILE 407/649-0664 -z 44 NZ5 Q� F"b 5WEET OF P 120 ECT JOB NO. MASE BY INCORPORATED C W EC k E D BY t)ATE PLANNING • ENGINEERING • SURVEYING 520 SOUTH MAGNOLIA AVE. P.O. BOX 2769 ORLANDO. FL 329022769 TELEPHONE 407/843-5120 FACSIMILE 407/649-0664 5WEET:j OF -3 4 �• �, tl—%�Li A dF", /40, 7 I�V v fir. P 120 ECT .JOB NO. MADE 13Y INCORPORATED C W EC IG E D BY DATE PLANNING • ENGINEERING • B U R V E Y I N G 52r' SOUTr-I MnGNC� P. l.vF n O. 9OX 2760 OPLANOO. FL_ 320022769 TEL.ER"CNE 40 ]'1343-5120 FACSIMILE 407/649-6664 1 5WEET OF A �T V � 1r� V"f���� 'y V� � d�. �.,I�I Q � `� /w 1«i �i/�.l r-� � � '_sv- •-_ z4� 14 c4�� L3 $ b s ""t. A It k10"'o 6,o q•� • , �, t ltd 4 ? � ITW Ramset/Red Head Trubolt Performance Tables rr-)y R 11,111M Hold FMD H 021 Alk ANCHORINS SYSTEMS J Search or go to the Advance Search -i_', o'. Fig_ i_.77-77 (1777,71777" 7 7 �.t-77 1 _7, I I -'W-7t.�fu �}_ _..:."n -_s_-; 7777-77- 77 Page 1 of 2 Trubolt Wedge Type Anchor Performance Data (2 Pages) Product Information : Suggested Specifications : Selection and Order Information (2 pages) Installation Instructions : Approvals and Listing PERFORMANCE TABLE Trubolt Ultimate Tension and Shear Values (Lbs/kN) in Concrete* Wedge Anchors ANCHOR INSTALLATION EMBEDMENT ANCHOR fc = 2000 PSI (13.8 MPa) fc = 4000 PSI (27.6 MPa) fc = 6000 PS DIA TORQUE DEPTH TYPE TENSION SHEAR TENSION SHEAR TENSION In. (mm) Ft. Lbs (Nm) In. (mm) Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) Lbs. (kN) 1/4(6.4) 8(10.8) 1-1/8 (28.6) 1,180 (5.2) 1,400 (6.2) 1,780 (7.9) 1,400 (6.2) 1,900 (8.5) 1-15/16 (49.2) 2,100 (9.3) 1,680 (7.5) 3,300 (14.7) 1,680 (7.5) 3,300 (14.7) 2-1/8 (54.0) 2,260 (10.1) 1,680 (7.5) 3,300 (14.7) 1,680 (7.5) 3,300 (14.7) 3/8 (9.5) 25 (33.9) 1-1/2 (38.1) 1,680 (7.5) 2,320 (10.3) 2,240 (10.0) 2,620 (10.3) 2,840 (12.6) 3(76.2) 3,480 (15.5) 4,000 (17.8) 5,940 (26.4) 4,140 (18.4) 6,120 (27.2) 4(101.6) 4,800 (21.4) 4,000 (17.8) 5,940 (26.4) 4,140 (18.4) 6,120 (27.2) 1/2(12.7) 55 (74.6) 2-1/4 (57.2) 4,660 (20.7) 4,760 (21.2) 5,100 (22.7) 4,760 (21.2) 7,040 (31.3) 4-1/8 (104.8) 4,660 (20.7) 7,240 (32.2) 9,640 (42.9) 7,240 (32.2) 10,820 (48.1) 6(152.4) WS -Carbon or WS -G 5,340 (23.8) 7,240 (32.2) 9,640 (42.9) 7,240 (32.2) 10,820 (48.1) 5/8 90 (122.0) 2-3/4 (69.9) 6.580 (29.3) 7,120 (31.7) 7,180 (31.9) 7,120 (31.7) 9,720 (43.2) (15.9) 5-1/8 (130.2) Hot -Dipped 6.580 (29.3) 9,600 (42.7) 14,920 (66.4) 11,900 (52.9) 16,380 (72.9) 7-1/2 (190.5) Galvanized or 7,060 (31.4) 9,600 (42.7) 15,020 (66.8) 11,900 (52.9) 16,380 (72.9) 3/4(19.1) 175 (237.3) 3-1/4 (82.6) WW -304 S.S. 7,120 (31.7) 10,120 (45.0) 10,840 (48.2) 13,720 (61.0) 13,300 (59.2) 6-5/8 (168.3) or 10,980 (48.8) 20,320 (90.4) 17,700 (78.7) 23,740 (105.6) 20,260 (90.1) 10 (254.0) SWW-316 S.S. 10,980 (48.8) 20,320 (90.4) 17,880 (79.5) 23,740 (105.6) 23,580 (104.9) 7/8(22.2) 250 (339.0) 3-3/4 (95.3) 9,520 (42.3) 13,160 (58.5) 14,740 (65.6) 16,580 (73.8) 17,420 (77.5) 6-1/4 (158.8) 14,660 (65.2) 20,880 (92.9) 20,940 (93.1) 28,800 (128.1) 24,360 (108.4) 8(203.2) 14,660 (65.2) 20,880 (92.9) 20,940 (93.1) 28,800 (128.1) 24,360 (108.4) 1 (25.4) 300 (406.7) 4-1/2 (114.3) 13,940 (62.0) 16,080 (71.5) 20,180 (89.8) 22,820 (101.5) 21,180 (94.2) 7-3/8 (187.3) 14,600 (64.9) 28,680 (127.6) 23,980 (106.7) 37,940 (168.8) 33,260 (148.0) 9-1/2 (241.3) 18,700 (83.2) 28,680 (127.6) 26,540 (118.1) 37,940 (168.8) 33,260 (148.0) 1-1/4 (31.8) 500 (677.9) 5-1/2 (139.7) 18,140 (80.7) 23,280 (80.7) 26,380 (117.3) 29,460 (131.0) 33,640 (149.6) 8(203.2) 27,340 (121.6) 35,080 (156.0) 43,300 (192.6) 44,260 (196.9) 45,540 (202.6) " Allowable values are based upon a 4 to 1 safety factor. Divide by 4 for allowable load values. * For Tie -Wire Wedge Anchor, TW -1400, use tension data from 1/4" diameterwith 1-1/8" embedment. 11 tt\'\'//\I/\i!\Il ram cat_rarl l�aa� rnm/tni"InnIt n. -r- 1 AC1l ITW Ramset/Red Head Trubolt Performance Tables PERFORMANCE TABLE Page 2 of 2 Trubolt Ultimate Tension and Shear Values (Lbs/kN) in Lighi Wedge Anchors Concrete* ANCHOR INSTALLATION EMBEDMENT ANCHOR LIGHTWEIGHT CONCRETE LOWER FLUTE OF STEE DIA TORQUE DEPTH TYPE fc = 3000 PSI 20.7 MPa) LIGHTWEIGHT CON( In. (mm) Ft. Lbs (Nm) In. (mm) fc = 2000 PSI (13 TENSION SHEAR TENSION Lbs. (kN) Lbs. (kN) Lbs. (kN) 3/8 (9.5) 25 (33.9) 1-1/2 (38.1) 2,120, (9.4) 3,720 (16.5) 1,900 (8.5) 3(76.2) WS -Carbon or 2,940 (13.1) 4,240 (18.9) 2,840 (12.6) 1/2(12.7) 55 (74.6) 2-1/4 (57.2) WS -G 3.600 (16.0) 7,040 (31.3) 3,400 (15.1) 3(76.2) Hot -Dipped 4,720 (21.0) 6,620 (29.4) 4,480 (19.9) 4(101.6) Galvanized or 6,920 (30.8) 4,800 (21.4) 5/8(15.9) 90 (122.0) 3(76.2) WW -304 S.S. 6,000 (26.7) 9,240 (41.1) 4,720 (21.0) 5(127.0) or 5,960 (26.5) 9,280 (41.3) 6,580 (29.3) SWW-316 S.S. 3/4(19.1) 175 (237.3) 3-1/4 (82.6) 7,160 (31.9) 12,600 (56.0) 5,840 (26.0) 5-1/4 (133.4) 8,900 (39.6) 15,920 (70.8) 7,040 (31.3) Allowable values are based upon a 4 to 1 safety factor. Divide by 4 for allowable load values. NEXT PAGE Trubolt Wedge Type Anchor Performance Data (2 Pages) Product Information : Suggested Specifications : Selection and Order Information (2 pages) Installation Instructions : Approvals and Listing copyright © 2005 Illinois Tool Works, Inc. httn://www.ram.Pt-re;rilhPncl.r.nm/tntlnnit nPrf 1 ncn 1�ir)i?nor. ITW Ramset/Red Head Trubolt Performance Tables . `rryaR�pbiWHl�ld' FWD HEADj ANCI10BINS SYSTEMS Search or go to the Advance Search ti7C7[:�=7kCus�_3s 1 `; I jr_t. Jj 77'7777-7 -17,71 rr� , i_: CE*_ :u_' : - _i Page 1 of 2 Trubolt Wedge Type Anchor Performance Data (2 pages) Product Information : Suggested Specifications : Selection and Order Information (2 pages) Installation Instructions : Approvals and Listing PERFORMANCE TABLE Trubolt Recommended Spacing and Edge Distance Requirements for Shear Wedge Anchors ANCHOR EMBEDMENT ANCHOR EDGE DISTANCE MIN. EDGE MIN. EDGE DISTANCE SPACING DIA. DEPTH TYPE REQUIRED TO DISTANCE AT WHICH AT WHICH THE REQUIRED TO ; In. (mm) In. (mm) OBTAIN MAX. THE LOAD FACTOR LOAD FACTOR OBTAIN MAX. WORKING LOAD APPLIED =.60 APPLIED =.20 WORKING LOAD In. (mm) In. (mm) In. (mm) In. (mm) 1/4(6.4) 1-1/8 (28.6) 2(50.8) 1-15/16 (33.3) - - 3-15/16 (100.0) 1-15/16 (49.2) 1-15/16 (49.2) 1(25.4) - - 3-7/8 (98.4) 3/8(9.5) 1-1/2 (38.1) 2-5/8 (66.7) 1-3/4 (44.5) - 5-1/4 (133.4) 3(76.2) 3-3/4 (95.3) 3(76.2) 1-1/2 (38.1) 6 (152.4) 1/2(12.7) 2-1/4 (57.2) 3-15/16 (100.0) 2-9/16 (65.1) - 7-7/8 (200.0) 4-1/8 (104.8) WS -Carbon Wore 5-3/16 (131.8) 3-1/8 (79.4) 1-9/16 (39.7) 6-3/16 (157.2) 5/8 (15.9) 2-3/4 (69.9) 4-13/16 (122.2 3-1/8 (79.4) - - 9-5/8 (244.5) 5-1/8 (130.2) Hot -Dipped Galvanized 6-7116 (163.5) 3-7/8 (98.4) 1-15/16 (49.2) 7-11/16 (195.3) 3/4 (19.1) 3-114 (82.6) 5-11/16 (144.5) 3-3/4 (95.3) - - 11-318 (288.9) 6-5/8 (168.3) WW -30r S.S. or SWW-316 S.S. 6-5/16 (160.3) 5(127.0) 2-1/2 (63.5) 9-15/16 (252.4) 7/8(22.2) 3-3/4 (95.3) 6-9/16 (166.7) 4-15/16 (109.5) - - 13-1/8 (333.4) 6-1/4 (158.8) 8-1/2 (215.9) 6-1/4 (158.8) 3-1/8 (79.4) 12-1/2 (317.5) 1 (25.4) 4-1/4 (108.0) 7-7/8 (200.0) 5-1/8 (130.2) 15-3/4 (400.1) 7-3/8 (187.3) 10-1/16 (255.6) 7-3/8 (187.3) 3-11/16 (93.7) 14/3/4 (374.7) 1-1/4 (31.8) 5-1/2 (139.7) 9-5/8 (139.7) 6-1/4 (158.8) - - 19-1/4 (489.0) 8(203.2) 11-7/16 (290.5) 8(203.2) 4 (101.6) 16 (406.4) Spacing and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete. Linear interpolation may be used foi and edge distances. httn•/hxnxnxi ramcat_raiihaarl rrnm/tnihnit "x ?--F I no" 1</,</1)nnor ITW Ramset/Red Head Trubolt Performance Tables PERFORMANCE TABLE Page 2 of 2 Trubolt Recommended Spacing and Edge Distance Requirements for Tensic Wedge Anchors ANCHOR EMBEDMENT ANCHOR EDGE DISTANCE MIN. ALLOWABLE SPACING p DIA. DEPTH TYPE REQUIRED TO EDGE DISTANCE REQUIRED TO SI In. (mm) In. (mm) OBTAIN MAX. AT WHICH THE LOAD FACTOR OBTAIN MAX. TI WORKING LOAD APPLIED =.65 WORKING LOAD In. (mm) In. (mm) In. (mm) 1/4(6.4) 1-1/8 (28.6) 2(50.8) 1(25.4) 3-15/16 (100.0) 1-15/16 (49.2) 1-15/16 (49.2) 1(25.4) 3-7/8 (98.4) 2-1/8 (54.0) 1-5/8 (41.3) 13/16 (20.6) 3-3/16 (81.0) 3/8(9.5) 1-1/2 (38.1) 2-5/8 (66.7) 1-15/16 (33.3) 5-1/4 (133.4) 3(76.2) 3(76.2) 1-1/2 (38.1) 6(152.4) 4(101.6) 3(76.2) 1-1/2 (38.1) 6(152.4) 1/2(12.7) 2-1/4 (57.2) 3-15/16 (100.0) 2(50.8) 7-7/8 (200.0) 4-1/8 (104.8) 3-1/8 (79.4) 1-9/16 (39.7) 6-3/16 (157.2) 6(152.4) WS -Carbon 4-1/2 (114.3) 2-1/4 (57.2) 9(228.6) 5/8(15.9) 2-3/4 (69.9) or 4-13/16 (122.2) 2-7/16 (61.9) 9-5/8 (244.5) 5-1/8 (130.2) WS -G 3-7/8 (98.4) 1-15/16 (49.2) 7-1/16 (195.3) 7-1/2 (190.5) Hot -Dipped Galvanized 5-5/8 (142.9) 2-13/16 (71.4) 11-1/4 (285.8) 3/4(19.1) 3-1/4 (82.6) or 5-11/16 (144.5) 2-7/8 (73.0) 11-3/8 (288.9) 6-5/8 (168.3) WW -304 S.S. 5(127.0) 2-1/2 (63.5) 9-15/16 (252.4) 10 (254.0) or SWW-316 S.S. 7-1/2 (190.5) 3-3/4 (95.3) 15 (381.0) 7/8(22.2) 3-3/4 (95.3) 6-9/16 (166.7) 3-5/16 (84.1) 13-1/8 (333.4) 6-1/4 (158.8) 6-1/4 (158.8) 3-1/8 (79.4) 12-1/2 (317.5) 8(203.2) 6(152.4) 3(76.2) 12 (304.8) 1 (25.4) 4-1/4 (108.0) 7-7/8 (200.0) 3-15/16 (100.0) 15-3/4 (400.1) 7-3/8 (187.3) 7-3/8 (187.3) 3-11/16 (93.7) 14/3/4 (374.7) 9-1/2 (241.3) 7-1/8 (181.0) 3-9/16 (90.5) 14-1/4 (362.0) 1-1/4 (31.8) 5-1/2 (139.7) 9-5/8 (244.5) 4-13/16 (122.2) 19-1/4 (489.0) 8(203.2) 8(203.2) 4(101.6) 16 (406.4) Spacing and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete. Linear interpolation may be used fol and edge distances. Combined Shear and Tension Loading - for Trubolt Anchors Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation (PS/Pt) 5/3 + (Vs/Vt) 5/3 < 1 Ps = Applied tension load Vs = Applied shear load Pt = Allowable tension load Vt = Allowable shear load Trubolt Wedge Type Anchor Performance Data (2 Pages) Product Information : Suggested Specifications : Selection and Order Information (2 pages) Installation instructions : Approvals and Listing copyright:- 2005 Illinois Tool Works, Inc. httn•//www rnmcPt-rPrlhParl rnm/trnihnit mart ? ac„