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2007010096-EngineeringIlil•„ Kimley-Horn and Associates, Inc. April 2, 2012 Mr. Steve Mitchell City of Parkland Building Department 6600 University Drive Parkland, Florida 33067 (954) 757-4157 Re: Parkland Golf and Country Club — Golf Clubhouse — 2007010096 Light Pole Base Elevation Dear Mr. Mitchell, 1690 S. Congress Ave. Suite 100 Delray Beach, FL 33445 The purpose of this letter is to confirm that the elevations of the light pole bases, as constructed, are acceptable to KHA in regards to the structural integrity of the structural base. The top of the precast light pole bases were installed lower than the elevations shown on the plans by KAMM Consulting, dated March 25, 2012. Some pole bases are at or slightly below the elevation of the adjacent grass or other landscaped areas. Water accumulation on the tops of the pole bases due to rain or irrigation is not anticipated to have a significant negative impact on the structural components of the light poles, including the concrete, anchor bolts, and epoxy. Per our discussions and this letter, the light pole bases are acceptable as installed. Please feel free to call Jason Webber at (561) 330-2345 with any questions that you may have. Your quick attention to this review is greatly appreciated. Sincerely, KIMLEY-HORN AN)p A/SSOCIATES, INC. / J -U✓ 01111111/// G� � , �?�P'GEi''''' C i i '�,\ ;p G. Fairchild, P.E. Jason Webber, P.E. cr NQ,43958F1 iSertit*1�.sociate Project Engineer = Eg E}3958 CA 60.6696 \'+. SMIS OF /441 /,- per."'. 'LOR\O �`Tilc •/• FS•S^•.....• •••. ••• '1►. 'ivil\047556031 - PGCC\Construction\Certifications\CO - C Iubhouse\Building / /ONP et 12.0.04.02.Mitchell-Li�tPoleBase.ltr.doc "III111111�\ TEL 561-330-2345 FAX 561-330-2245 ▪ NM V 1 Kimley-Horn \ t�r I and Associates, Inc. April 2, 2012 Mr. Steve Mitchell City of Parkland Building Department 6600 University Drive Parkland, Florida 33067 (954) 757-4157 Re: Parkland Golf and Country Club — Golf Clubhouse — 2007010096 Photometric As -Built Certification Dear Mr. Mitchell, 16▪ 90 S. Congress Ave. Suite 100 Defray Beach, FL 33445 This letter shall serve to certify that the lighting photometrics for this project, as constructed on March 30, 2012, meets the criteria of the current City of Parkland code, Section 18-508(a). Based on the reviews and site observations performed bN me or other Kimley-Horn personnel under my supervision, the site meets the current code. The lowest light intensity reading measured was 0.26 foot candles (FC), which is greater than the minimum of 0.25 FC. This point was measured near a light with the wrong bulb in it (yellow and pulsing), and we anticipate that the light intensity at this location will improve upon replacement of the bulb. The next lowest point reading was 0.56 FC. The average of all readings measured over the site, was 1.73 FC, which is greater than the minimum average of 0.50 FC. The uniformity ratio is 21.2, which is higher than the 12:1 ratio per code. The site uniformity ratio is 9.9 if the outlier point of 0.26 FC is removed. Please feel free to call Jason Webber at (561) 330-2345 with any questions that you may have. Your quick attention to this review is greatly appreciated. Sincerely, \\\fill:,///// ASSOCIATES, INC. �, — /r umi 44 Jason Webber, P.E. wIlir..Yiw Presic env#'. Project Engineer F1 .4 .3$$�H.;O.::: ‘���� CA (3. 0 At.' G\\' 1!l111t `‘,.,'� Copy to: File K:\BCD_Civi11047556031 - PGCC.Construction\Certifications\CO - Clubhouse'Building Dept,2012.0.04.02 Mitchell-PhotoCert.ltr.doc TEL 561-330-2345 FAX 561.330.2245 / �„ Kimley-Horn INVand Associates, Inc. April 2, 2012 Mr. Steve Mitchell City of Parkland Building Department 6600 University Drive Parkland, Florida 33067 (954) 757-4157 Re: Parkland Golf and Country Club — Golf Clubhouse — 2007010096 Light Pole Base Elevation Dear Mr. Mitchell, 1690 S. Congress Ave. Suite 100 Delray Beach, FL 33445 The purpose of this letter is to confirm that the elevations of the light pole bases, as constructed, are acceptable to KHA in regards to the structural integrity of the structural base. The top of the precast light pole bases were installed lower than the elevations shown on the plans by KAMM Consulting, dated March 25, 2012. Some pole bases are at or slightly below the elevation of the adjacent grass or other landscaped areas. Water accumulation on the tops of the pole bases due to rain or irrigation is not anticipated to have a significant negative impact on the structural components of the Tight poles, including the concrete, anchor bolts, and epoxy. Per our discussions and this letter, the light pole bases are acceptable as installed. Please feel free to call Jason Webber at (561) 330-2345 with any questions that you may have. Your quick attention to this review is greatly appreciated. Sincerely, KIMLEY-HORN ANpASSOCIATES, INC. c.<D4,., �vENs� 1L if G. Fairchild, P.E. 95 Serf�o4 sociate _ " : NO. 4- 8FL 11.6 E$3958 * O FCA kji9(T696 13 STATE -> Off'•.., \Op��,�� mile �..... „. i �ivil\047556031 - PGCC\Construction\Certifications\CO - Clubhouse\Building /// ��SioN `ti q X112.0.04.02.Mitchell-LightPoleBase.Itr.doc Jason Webber, P.E. Project Engineer TEL 561-330-2345 FAX 561-330-2245 pp -mini Kimley-Horn \ and Associates, Inc. ENGINEER'S INSPECTION CERTIFICATION FOR LIGHT POLE ANCHOR INSTALLATION February 17, 2012 Mr. Steve Mitchell City of Parkland 6500 Parkside Drive Parkland, FL 33067 Re: Parkland Golf and Country Club Clubhouse - Light Pole Base Anchor Modifications Mr. Mitchell: This shall serve to certify that I personally have reviewed field records, photographs, shop drawings, and the anchor bolt material order form for the modification of the light pole anchors for the project identified above. Based on this review, my personal field observations conducted during the design of the modification, along with site observations performed by other Kimley-Horn personnle under my supervision, I find that all aspects of this installation was performed and completed in accordance with the design as specified. I have attached some representative photographs, as well as the epoxy data and anchor bolt material order form, as backup information to this certification. KIMLEY-HORN AND ASSOCIATES, INC. Fairchild, P.E. ti\ <� ` * ! No. 43958 * ...-.•-•_� .�%\ STATE OF ,� Attachments as noted i '� ,�''' i/ FS � O ft ..-• GC�'��\� //���ONAIL.,O 04 \\\, Angelina FL PE # 43958 CA 00000696 ■ TEL: 561 845 0665 FAX: 561 863 8175 ■ Suite 200 1920 Wekiva Way West Palm Beach Florida 33411 �„ Kimley-Horn \ and Associates, Inc. April 2, 2012 Mr. Steve Mitchell City of Parkland Building Department 6600 University Drive Parkland, Florida 33067 (954) 757-4157 Re: Parkland Golf and Country Club — Golf Clubhouse — 2007010096 Photometric As -Built Certification Dear Mr. Mitchell, ■ 1690 S. Congress Ave. Suite 100 Delray Beach, FL 33445 This letter shall serve to certify that the lighting photometrics for this project, as constructed on March 30, 2012, meets the criteria of the current City of Parkland code, Section 18-508(a). Based on the reviews and site observations performed by me or other Kimley-Horn personnel under my supervision, the site meets the current code. The lowest light intensity reading measured was 0.26 foot candles (FC), which is greater than the minimum of 0.25 FC. This point was measured near a light with the wrong bulb in it (yellow and pulsing), and we anticipate that the light intensity at this location will improve upon replacement of the bulb. The next lowest point reading was 0.56 FC. The average of all readings measured over the site, was 1.73 FC, which is greater than the minimum average of 0.50 FC. The uniformity ratio is 21.2, which is higher than the 12:1 ratio per code. The site uniformity ratio is 9.9 if the outlier point of 0.26 FC is removed. Please feel free to call Jason Webber at (561) 330-2345 with any questions that you may have. Your quick attention to this review is greatly appreciated. Sincerely, \\\\\11111/// KI ' I 1/ ,ASSOCIATES, INC. * umit ;�. Zoe Vice President /10 Fl+' 884i �C�N� CA dep, efAt- Copy to: File Jason Webber, P.E. Project Engineer K:\BCD_Civil\047556031 - PGCC\Construction\Certifications\CO - Clubhouse\Building Dept\2012.0.04.02.Mitchell-PhotoCert.Itr.doc • TEL 561-330-2345 FAX 561-330-2245 Broward County Board of Rules and Appeals 955 S. Federal Highway, Ste 401 Fort Lauderdale, FL 33316 Phone: (954) 765-4500 Fax: (954) 765-4504 FORM FOR "SPECIAL INSPECTOR" SECTION 109.10 – BROWARD COUNTY ADMINISTRATIVE CODE AND THE FLORIDA BUILDING CODE NOTICE TO PROPERTY OWNER You are hereby directed in accordance with section 109.10 of the Broward County Administrative Code (BCAC) and the Florida Building Code, to retain a Special Structural Inspector (A Florida Registered Professional Engineer or Architect) to perform the following mandatory or discretionary inspections, as outlined in Sections 109.10, 1822, R4407.5.4, 2223.11.1, 1927 121, R4405.9.12.1, 1927.12.2, R4405.9.12.2 of the Florida Building Code (FBC) and submit progress reports, inspection reports and a Certificate of Compliance to the Building Official as per Sections 109.10.4 and 109.10.5 of the Florida Building Code. Note: The Building Official determines which discretionary inspections are required to be performed. DATE: July 9, 2007 PROJECT NAME: Parkland Golf Clubhouse – Dumpster Enclosure JOB ADDRESS: CITY: Parkland, FL Legal Description: (See attached if necessary) Identification, Control or BUILDING PERMIT #: Zip Code: Folio No.: MANDATORY INSPECTION TYPE BY CODE: 1) Precast Concrete Units – Sections 1927.12.1, R4405.9.12.1, 109.10.2.1 Yes / / No / X / 2) Precast Concrete Units – Sections 1927.12.2, R4405.9.12.2, 109.10.2.1 Yes / / No / X / 3) Engineered Unit Masonry – Sections 2122.4, R4407.5.4, 109.10.2.2 Yes /X / No / / 4) Connections – Sections 2218.2, 109.10.2.3 Yes / // No / X / 5) Metal Systems Building – Sections 2223.11.1, 109.10.2.4 Yes / / No / X / DISCRETIONARY INSPECTION TYPE BY BUILDING OFFICIAL: 1) Building Structures or part thereof of Unusual Size, Height, Design or Method of Construction and Critical Structural Connections – Section 109.10.1.1 Yes /X / No / / 2) Windows, Glass Doors and Curtain Walls on buildings over two (2) stories – Section 109.10.1.1 Yes / / No / X / 3) Pile Driving Only – Sections 1822, R4404.13, 109.10.1.1 Yes / / No / X / 4) Precast Concrete Units – Sections 1927.12.2, R4405.9.12.2, 109.10.3 Yes / / No / X / 5) Engineered Unit Masonry—Sections 2122.4, R4407.5.4, 109.10.3 Yes / / No / X / MANDATORY DOCUMENTATION 1) Inspection schedule stating the specific inspections that will be made and at what phase of construction must be submitted with this application. 2) Progress Reports/Inspection Reports during construction in accordance with Section 109.10.4. 3) Certificate of Compliance must be submitted prior to the scheduling of the final building inspection – Section 109.10.5. ACKNOWLEDGEMENT Owner's Signature 1 g i' ' Permit Holder's Signature �^ '17 Printed Name 0") ,C rL.t-V Printed Name: License # (if appli SPECIAL INSPECTOR Registered / / Architect or / X / Engineer State of Florida Registration # 35683 1599 SW 30th Avenue. Boynton Beach. FL 33426 Address of Special Inspector Telephone # 561-752-5440 Fax # 561-752-5542 h/r W1 gnature of Special Inspector Embossed Seal and Date D. Mark LeBlanc. P.E. Printed Name of Special Inspector Building Official (or designated representative) Date ***BE ADVISED THIS DOES NOT PRECLUDE YOU FROM OTHER MANDATORY INSPECTIONS IN THE CODE*** Rev. 12/05 \\Spec\server\Letters and Docs\Marketing\Word Data\Affidavits\Parkland GCC\Dumpster enclosure at clubhouse bro form 070907 doc SPECIALTY ENGINEERING CONSULTANTS, Inc. Dade • Broward • Palm Beach STATEMENT OF INTENT AND SCOPE OF WORK FOR ENGINEERED UNIT MASONRY July 9, 2007 Ms. Peggy Bertolami Building Official City of Parkland 6600 University Drive Parkland, FL 33067 Re: PROJECT: WCI COMMUNITIES PGCC — CLUBHOUSE DUMPSTER ENCLOSURE Dear Ms. Bertolami: We, Specialty Engineering Consultants; Inc, shall personally inspect the entire "Engineered Unit Masonry" system for this building, including but not limited to the following: 1. Masonry units, mortar, grout and reinforcing steel met specifications. 2. Dowels properly placed with adequate spacing. 3. Steel column ties in columns, pilasters and beam elevation transitions properly placed, tapped and tied. 4. Masonry field work: head and bed joints, horizontal joint reinforcing installed correctly, cells free of excessive mortar fins, walls level and plumb tolerances. 5. Monitor grout placement, verify grout slump, proper consolidation of grout and proper low or high lift grouting procedures were followed. 6. Correct embedment of reinforcing steel, bolts, ties, etc. 7. Compliance with ACI 530-95/ASCE 5-95 and commentaries, approved plans and FBC. This letter of intent is to be followed up by an Inspection Certification for Unit Masonry which attests to the above. Special tfully submitted, ngineerinq Consultants, Inc. D. LeBlanc, PE Par ner,c State of Florida: Registered Professional Engineer: #0035683 Registered Special Inspector: #1177 \\Spec\server\Letters and DoesWlarketina\Word Data\Affidavits\Parkland GC'C\Clubhouse dumoster enclosure masonry doc 1599 S.W. 30th Avenue, Suite #20 • Boynton Beach, FL 33426 • Office: 561-752-5440 • Fax: 561-752-5542 DeRose Design Consultants, Inc. STRUCTURAL•CIVIL•LAND PLANNING•ENViRONMENT•MECHANICAI*ELECTRICAL 470 South Andrews Ave. • Suite 206 Pompano Beach, FL 33069 954-942-7703 • Fax 954-942-7933 WIND LOAD CALCULATION FOR LIGHT POLE USING ASCE 7-98 General Proiect Information Job name Client name Project # - Date Page # Checked by Calculated by Design Criteria Category Exposure /(importance factor) Cf (shape coefficient) V(basic wind speed) Kd(Wind Directiondity Factor) Kzt G (gust response factor) Pole Data — Type SD Part # (Sternberg) Material Shape section Geometry Base elev, A.F.G. Diameter Height Wall Thickness S(sec mod base) F Y Fb Parklands, Ft. Myers, FL Sesco Lighting, Ft. Myers 05023 V November 22, 2005 1 of 7 DR DR 11 C 1.00 1.2 130 [mph] 1.0 1.0 0.85 7714FP5 6061-T6 aluminum round Straight 3.9 [feet] 5.0 [inches] Fixture & Accessory Data Fixture or accessory Fixtures Acc # 1 (arm) Acc#2 Acc#3 Acc#4 EPA [feet2] 4.64 2.05 10.1 [feet] 0.188 [inches] 2.64 [inches3] 40.0 [ksi] 13.74 [ksi] Height [feet] 8.1 9.1 [table 1-1] [6.5.6] [table 6-1] [table 6-10] [figure 6-1] [table 6-6] [equation 6-1] [sec. 6.5.8] DAVID B ROGERS.E. LICENSED ENGINEER NO.54981 STATE/OF plopiDA f'.f' r I 14ATE Base Data— Top Portion of Pole Material Side Thickness Fb Anchor Bolt Data Bolt diameter J -bolt length Bolt spacing diameter F r Allowable tension per bolt N/A N/A [inches] N/A [inches] N/A [ksi] N/A [ksi] N/A [inches] N/A [inches] N/A [inches] N/A [ksi] N/A [kips] THE SPECIFIED POLE IS ADEQUATE FOR ASCE 7-98 FORCES Job name Parklands, Ft. Myers, FL Client name Sesco Lighting, Ft. Myers Project # 05023 V Date 22 -Nov -05 Page # 2 of 7 Calculate Wind Load F = qz G C, Af (force) qz = 0.00256 KZ Kzf Kd V21 (velocity pressure) z K K r Kd ft 10 1 Fixture Acc # 1 K z Kn Kd 1 V G Cr Ar 1 (velocity pressure exposure coefficient) (topographic factor) (wind directionality factor) (importance factor) (basic wind speed) (gust response factor) (force coefficient) (projected area normal to wind) V qz G Cr m h 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 130 36.8 0.85 130 36.8 0.85 0.85 1.00 1.00 1.00 130 36.8 0.85 [eq. 6-20] [eq. 6-13] [table 6-5] [eq. 6-1] [table 6-6] [table 6-1] [fig. 6-1] [sec. 6.5.8] [table 6-10] c height of D dh Ar F force (F) in ft ft F#L IRI in - kips] 1.2 5.0 10.1 4.21 157.9 5.05 1 9.57 ■ 4.64 2.05 145.2 8.1 14.11 64.2 9.1 7.01 Mbe tot 30.69 Job name Parklands, Ft. Myers, FL Client name Sesco Lighting, Ft. Myers Project # 05023 V Date 22 -Nov -05 Page# 3of7 Calculate Bending at Base fb Ffixture F djt > Ar, Dj 3.9� w h1 Mbase tot 30.7 [in - kips] 11.63 [ksi] S 2.64 [inches3] Diameter = 5.0 " fb = 11.63 [ksi] < Fe= 13.74 [ksi] 5.0 " pole OK General Proiect Information Job name Client name Project # Date Page # Checked -by Calculated by Design Criteria Category Exposure /(importance factor) Cr (shape coefficient) V(basic wind speed) Kd(Wind Directionality Factor) Kzt G (gust response factor) Pole Data Part # Material Shape section Geometry Base elev, A.F.G. Diameter Height Wall Thickness S(sec mod © base) F Y Fb Parklands, Ft. Myers, FL Sesco Lighting, Ft. Myers 05023 V November 22, 2005 4 of 7 DR DR II C 1.00 1.2 130 [mph] 1.0 1.0 0.85 7714FP5 Cast Aluminum round Straight 0.0 [feet] 8.0 [inches] Fixture & Accessory Data Fixture or accessory Fixture Acc # 1 — arms Acc # 2 — pole Acc # 3 Acc # 4 EPA [feet] 4.64 2.05 5.05 3.9 [feet] N/A [inches] N/A [inches3] N/A [ksi] N/A [ksi] Height [feet] 12.0 13.0 8.95 [table 1-1] [6.5.6] [table 6-1] [table 6-10] [figure 6-1] [table 6-6] [equation 6-1] [sec. 6.5.8] Base Data— Cast Aluminum Base Material Side Thickness F Y Fb Anchor Bolt Data Bolt diameter J -bolt length Bolt spacing diameter F Y Allowable tension per bolt N/A N/A [inches] N/A [inches] N/A [ksi] N/A [ksi] 0.625 [inches] 18.0 [inches] 8.0 [inches] 50.0 [ksi] 6.6 [kips] THE SPECIFIED POLE IS ADEQUATE FOR ASCE 7-98 FORCES Job name Parklands, Ft. Myers, FL Client name Sesco Lighting, Ft. Myers Project # 05023 V Date 22 -Nov -05 Page # 5 of 7 Calculate Wind Load F = q% G Cr Af (force) qZ = 0.00256 Kz KZt Kd Vz 1 (velocity pressure) K (velocity pressure exposure coefficient) Kx (topographic factor) Kd (wind directionality factor) / (importance factor) V (basic wind speed) G (gust response factor) Cf (force coefficient) Af (projected area normal to wind) z Fill 3.9 Arms Pole Fixture K K Kd 1 V qz G 1 fmohl 11 Cr 0 zih Af iftl Iftl1 0.85 1.00 1.00 1.00 130 36.8 0.85 1.2 8.0 3.90 2.60 0.85 1.00 1.00 1.00 130 36.8 0.85 2.05 0.85 1.00 1.00 1.00 130 36.8 0.85 5.05 0.85 1.00 1.00 1.00 130 36.8 0.85 4.64 [eq. 6-20] [eq. 6-13] [table 6-5] [eq. 6-1] [table 6-6] [table 6-1] [fig. 6-1] [sec. 6.5.8] [table 6-10] calc< height of F force (F) Mase `#1 (ftl in - kipsl 97.5 1.95 2.28 64.2 13.0 10.02 157.9 8.95 16.96 145.2 12.0 20.90 iW base tot 50.16 Job name Parklands, Ft. Myers, FL Client name Sesco Lighting, Ft. Myers Project # 05023 V Date 22 -Nov -05 Page# 6of7 Check Bolt Tension T= b 5.7" s Mease tot T (ten per bolt) Obo„= 0.63" 50.2 [in - kips] _ = 4.4 [kips / bolt] 2 b 11.3 [inches] T= 4.4 [kips / bolt] < T„ = 6.6 [kips / bolt] 0.63 " 0 bolts OK Job name Parklands, Ft. Myers, FL Client name Sesco Lighting, Ft. Myers Project # 05023 V Date 22 -Nov -05 Page # 7 of 7 Check Bolt Pullout 2.0" 7 7 7 7 0 0.63" I 16.0" NOTE: CALCULATION OF FOUNDATION SIZE AND DEPTH IS EXCLUDED FROM THIS ANALYSIS Find pullout stress on bolt & concrete interface. A= 01= PS= nx 0.63" x 16.0" = 31.4 [inches2] T 4.4 [kips / bolt] A 31.4 [inches2] 141 [psi] Precast Concrete Institute (PCI) recommends MAX pullout stress (PS) < 250 [psi]. PS= 141 [psi] < PS max 18.0" J -bolt OK 250 [psi] 07/12/2006 14:11 12392743769 0� lo Z W 0 16' TO LIGHT 80TT0h1 OF F1XURE 0 SESCO LTG FORT MYERS P GF1 RECEPTACLE SAME SIDE AS FIXTURE N1GHTSKY ROOF OPTICS TYPE 3 CLEAR SEEDED ACRYLIC LENS DECORATIVE FROSTED CHIMNEY SAME SIDE AS ACCESS DOOR BALLAST COMPARTMENT .250 WALL THICKNESS 5" DIA. FLUTED POLE .18B WALL THICKNESS 6061—T6 STRUCTURAL GRADE ALUMINUM POLE WELDED FOR SINGLE UNIT CONSTRUCTION CUSTOM UMBRELLA BLACK FINISH wcI — PARKLANDS u7 0 II 47, slt N co J 0 m. 0 o_ co N s co 0 0 rq) co N SOCKET TYPE ■ MEDIUM BASE ❑ MOGUL BASE VOLTAGE O /120 ❑ /209 ❑ /220 0 /240 ❑ /277 ■ /1dULT1 o ADNSE ❑ WIRE TO ■ WIRE TO UGHf SOURCE AND WATTAGE ❑ INCANDESCENT O 5P WV O 75 MV ❑iso v 807OMH 155OO MH MEW, 0Z 0MH ❑ 35 pp � 810 ppPSPP5 re, 0 0 ADVISES ❑ 1 FUSE 120, 277 ❑ 2 FUSES 208, 240, 460 ❑ MUL11 ❑ WITH LAMP Advise Finish ❑Swedish Irtn Verde Oreen LI Pork Gree 0ft.c1.c ICecturA( Me um Brbnie ❑ CUSTOM FINISH ACCESS DOOR SECURED WITH STAINLESS STEEL ALLEN HEAD SCREWS 16" DIA, BASE, 1" FLOOR THICKNESS FOUR ANCHOR BOLTS AND ONE GROUND LUG 43 1/8" 21 3/8" f NIGHTSKY ROOF OP11CS TYPE 5 CLEAR SEEDED ACRYLIC LENS DECORATIVE FROSTED CHIMNEY WITH SOLID BRASS HOLDER CUSTOM UMBRELLA BLACK BALLAST COMPARTMENT 10 1/2" DIA. PIER BASE 1 0C100113 0 0 0 oa❑WD0 o❑uaaI ❑O J0C a 000■0❑00❑o8 011 1:13 fl nt7i'N c i i N N - '. lY_` N -'y N-•� >\\\\\\\r %i 0 ii/C/� p" R 1 07 +{ O a o OOgli a O(A0009 OO�Of,�af7rl O f p C m J P N O N (�1 7C oyC 5A� 29 (,15-IS�rislp 2=2Y� ;>t/+ (AIMN F_O.IOomOm ��� S 32 a "7 j E O N --1 /'� I�ItANrAIArAV1 < N> COc E m To, `, 4 Pi - 2 oo 0 PARKLANDS 6130C 450P8 18 7/16" SINCE 1923 1JUL 22 2004 118 =DILLIING 1' B A R Kimley-Horn and Associates, Inc. Memorandum To: Patrick Gonzalez From: Angelina Fairchild. P.E. Copy: Michael Spruce, P.E. Date: December 19, 2011 Subject: PARKLAND GOLF AND COUNTRY CLUB Light Pole Foundation Modification ■ Suite 200 1920 Wekiva Way West Palm Beach Florida 33411 On December 16, 201 1, I conducted a site review of the bases for 26 light poles in the vicinity of the clubhouse. The purpose of the site visit was to review the size, shape and overall condition of the existing bases and their anchor bolts. A sketch identifying the base locations is attached. All the bases appeared to be precast concrete foundations of one of the two following types: 24 inch diameter or 24 inch square. All bases had been originally designed to have 4 '/2 inch diameter embedded (cast -in-place) anchor bolts placed at quarter - points on a nominal 8" diameter bolt circle. Of the 26 separate locations, only two bases were buried so that its shape could not be confirmed. There were several bases on site that had not been installed, and they all measured 5 feet in length. In general, the bases were observed to be in good condition, with anchor bolt conditions varying from very good to broken or missing. A tabulation of the observed conditions is also attached to this memo. In accordance with our review of the calculations performed by MainStreet Engineering Design, for the bases where the existing anchor bolts cannot be re -used, the Contractor shall drill and epoxy 4 new 3/4" diameter F 1554 Grade 55 anchor bolts embedded a minimum of 8 inches into the existing bases. TEL 561 845 0665 FAX 561 863 8175 vi Kimley-Horn mor I and Associates, Inc. These new bolts shall be epoxy anchored using an HSHV Adhesive and Epoxy Compound Type J per sections 937-1.2 and 926-1 of the FDOT Structures Manual, dated January 2011 (see attached markup). The location of the new anchor bolts shall be rotated 90 degrees relative to the existing bolts. Furthermore, it is our understanding, based on data provided by the Light pole manufacturer, that the baseplate can be modified to accommodate this new bolt configuration without affecting the integrity of the fixture assembly (see attached letter). In summary, the bases and the poles can be modified to provide replacement anchors for those locations where the existing anchors have been damaged, broken or bent, without affecting the original design intent. Attachments: A. Site sketch with pole locations B. Tabulation of base conditions C. Anchor installation markup D. Letter from Pole supplier/manufacturer E. Calculations from MainStreet Engineering K \WPB Civil\0-17556038 Parkland Golf and CC \Parkland Poles\Light Poles - summary memo.doc rtKimley-Horn and Associates, Inc. ATTACHMENT A (0) • , , ,‘‘.\ :\ ,. \:\ •.-... N '-•., N ..... -. -. "ss.„ ..., . . - '\ \ 5 .11_1__LA I_ I , I, j_ I 1, • \ ••.. • a ) - . - Lit; ‘‘ '---; • \ G MI Kimley-Horn and Associates, Inc. ATTACHMENT B PARKLAND POLE FOUNDATIONS Pole number Base Type Condition of anchor bolts Remarks 1 Square Bent, one (1) broken 2 Round Bent 3 Round OK — 4 Round Bent Base was buried. Assumed 5 Square Bent square based on location 6 Round OK ., 7 Round Bent " 8 Round Bent 9 Round Bent, one (1) broken 10 Round Bent 11 Round Bent, two (2) broken 12 Round Bent ._ 13 Round Bent 14 Round Bent .. 15 Round OK 16 Round OK 17 Round All bolts (4) broken or missing 18 Round All bolts (4) broken or missing — 19 Round OK — 20 Round OK 21 Round One (1) broken Partially buried _ 22 Round OK 23 Round OK Partially buried 24 Round OK 25 Round OK Base was buried. Assumed _ 26 Round OK round based on location c in Kimley-Horn and Associates, Inc. ATTACHMENT C ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) ) 1 ) i. I 3 1/2J I3)nKwos — mom acao eAsz MODIFIED 8-1/4" DIA. BOLT CENTER UNE (8 POLES) OR 8-1/2" BOLT CENTER UNE (1 POLE) 8-1/4" DIA. BOLT CIRCLE 5 3/4 0 ACCESS DOOR 1/2" DIA. ANCHOR BOLT BASE MODIFIED FOR 8-1/4" DIA. BOLT CENTER LINE (8 POLES) SLOTS FOR ROTATION ) ARMS TO BE MOUNTED IN FIELD USING TWO THROUGH BOLTS PER POLE. ARMS TO BE FIELD AUGNED TO ACCOMMODATE BOLTS POURED INCORRECTLY 8-1/2" DIA. BOLT CIRCLE 6 0 BASE MODIFIED FOR 8-1/2" DIA. BOLT CENTER UNE (1 POLE) C M Kimley-Horn and Associates, Inc. ATTACHMENT D STE E LIGHTING 555 LAWRENCE AVE. • ROSELLE, IL 60172 • 847-588-3400 • FAX 847-588-3440 Traditional & Architectural Lighting Luminaires, Poles, Bollards, Site Amenities and Landscape Furnishings Email: info@sternberglighting.com • www.sternbergiighting.com December. 14, 2011 Parklands Subject: Parklands Golf and Country Club To whom it may concern, This letter is to verify the modifications made to Sternberg's 3900 series base to adjust the anchor bolt mounting configuration for the subject project do not impact the certifications including ETI, ratings for the pole assembly. If you have any questions please do not hesitate to contact me. Best Regards, -7 Michael A. Kurtz Sternberg Lighting Engineering Manager G m I, Kimley-Horn and Associates, Inc. ATTACHMENT E Melai„otTee.„ Pole Analysis and Foundation Calculations Parkland Golf and Country Club Parkland, Florida Prepared for: Municipal Lighting Systems, Inc. Pole Height: 18'-0" A.G. Pole Type: Mount View Spring City Fixture: Two (1) at 180 Deg Yorktown Cross Arm: Parkland Wind Load: 140 MPH, 3 second Gust Per FBC 2007 Edition lam E. no, P.E. P.E. No. 32026 Date: Pages 7035B SW 479Street • Miami, Florida 33155 Tel.: (305) 666-7450 • Fax: (305) 666-2450 1 WIND LOADS Loading: Per section 1609 of FBC: WIND ZONE: Figure 6-1 v := 140 mph EFFECT FACTOR Section 6.5.8.3, Use AASHTO Section 3.8.5 for pole design VELOCITY PRESSURE COEFFICIENT (Kh) EXPOSURE exposure = C CASE case = 2b Gf := 1.14 IMPORTANCE FACTOR Table 6-1 TOPOGRAPHIC FACTOR Figure 6-2 WIND DIRECTION FACTOR WIND PRESSURE Section 6.5.10 Pole Centroid 0' to 16.4' Kz16.4 := .87 16.4' to 20' 20' to 25' 25' to 30' 30' to 35' 35' to 30' zg:= 90011 c := 9.5 2 Kz20 := 2.01 20111 a = 0.902 lzgJl 2 Ki25 2.01.( 25111 a = 0.945 zg /I 2 Kz30 := 2.01 30110c 0.982 zg Jl 2 a K235 := 2.01•(35111 = 1.015 zg /I 2 Kz40 := 2.01 4011) a = 1.044 zg I:= .77 Kzt:= 1 Kd := 1 (17ft + 4.125in) Centroid := = 8.672 ft so use Kz := Kz16.4 2.12in qz := .00256•Kz•Kz•Kd•v •I = 33.613 psf 2 BASIC WIND PRESSURE WITHOUT SHAPE FACTOR Height Wind Pressure 0' to 16.4' 1z16.4 .00256•Kz16.4'Kzt'Kd•v •I•Gf•psf Pz16.4 = 2.661 x 10 4ksi 16.4' to 20' Pz20 :_ •00256-1(z20-Kzt Kd•v2•I•Gf•psf Pz20 = 2.759 x 10 4ksi 20' to 25' Pz25 .00256-Kz25•Kzt•Kd•v •I•Gf•psf Pz25 = 2.891 x 10 4ksi 25' to 30' Pz30 := •00256-Kz30•Kz•Kd•v2•I•Gf•psf Pz30 = 3.004 x 10 4ksi 30' to 35' Pz35 := .00256•Kz35.K •Kd•v2-I•Gf•psf Pz35 = 3.103 x 10 4ksi 35' to 30' Pz40 := .00256•Kz40.Kzt-Kd•v •I•Gf•psf Pz40 = 3.192 x 10 4ksi PROPERTIES CAN: Height: Weight: Effective Projected Area: Hcan := Oin Wcan ••= Olbf EPAcan := 0ft2 3 ARM: Number of Arms: N .= 2 Arm Length: Span = (18 -)in = 15.5 in 2 Arm Weight: Warm := 111bf Arm Thickness or Diameter: thkami := Oft Arrn Centroid above poletop: Yami := (13ft + 11.5in) - (14ft + 2.5in) = -3 in Arm Centroid away from pole centerline: Xami :_ .82ft Arm drage coefficient: given by manufacturer Cdarm 1.7 EPA given by Manufacturer EPA_ _lit := .82ft2 EPA of Arm EPA calc := Cd t• Spanarm•thkarm EPAarm calc = 0 EPA := if(EPA_ lit > O , EPA lit' EPAarm Calc) EPA�m = 118.08 int FIXTURE: Number of Fixtures: Nfix:= 2 Fixture EPA (Side View): EPAfix:= 3.05ft2 Fixture EPA (End View): EPAfixev := 3.05ft2 Weight: Wfix := 251bf Height of fixture above pole top Risefix := 16ft - (14ft + 2.5in) = 21.5 in Center of pressure of fixture (beyond end of arm) CPfix := 0 4 onlik POLE: Designation: Parkland Golf and Country Club Shape: Round, Flute Top Diameter. dt := Sin Bottom Diameter. db := 5in 17ft + 4.125in = 208.125 in Pole Height: hpole Base Height:hbase aft + C2 + gin = 38.125 in Base Top Diameter: Base Bottom Diameter. Pole Centroid: Base Centroid: Shaft Drag Coefficient (given by manufacturer) Pole EPA Base EPA (given by manufacturer) dbaset 6in dbaseb 12in Centroidpoie := `pole 2 hbase) + hbase = 123.125 in 2 Centroidbase := 1.38ft Cd shaft -6 Cd base .45 EPAtop := db- ( pole — hbase)'Cd_shaft = 510 int EPAbase :_ .9ft2 Weight of Pole: (14ft + 2.5in)-26.51bf (given by manufacturer) Weight of base: (given by manufacturer) Wpole :_ = 0.032 kip (11ft+ Bin) Wbase := 451bf 5 POLE: Shaft Radius (top) Shaft Thickness Base Radius Base thickness Area of Shaft Area of base Base Section Modulus Base Moment of Inertia Top Section Modulus Top Moment of Inertia Bottom Radius of Gyration Top Radius of Gyration dt Rtop := 2 = 2.5 in ttop := .188in dbaseb Rbot := 2 - 6 in 3, tbot := gin AT:=3.61in2=3.61in AB := 2•z .Rbot tbot = 14.137 in2 SB = rr Rbot2.tbot = 42.412 in IB := SB•Rbot = 254.469 in4 ST := 3.77in3 = 3.77 in3 A IT'= SfRtop= 9.425 in• rB :=firi= 4.243 in B FrT= =1.616in r:= min(rB,rT) = 1.616 in K := 2 6 LATERAL SHEAR: vpoletop :_ [Nfix•(EPAfix + EPAann) + EPAoaniPz16.4 °pole := EPAtop•Pz16.4 "base := EPAbase•Pz16.4 vpoletop = 0.297 kip "pole = 0.136 kip °base = 0.034 kip vgroundline := vpoletop + °pole + °base Ivgroundline = 0.467 kip TORSIONAL WINDLOAD MOMENT ON POLE TOP: EPAfix'(CP fix + Spann) + Na1mEPA X Mtor top := Pz16.41Nfixann� TORSIONAL WINDLOAD MOMENT AT GROUNDLINE: Mtor ground := Mtor top IMtor top = 0-353 ft• kip jMtor_ground = 0.353 fvkip DEADLOAD MOMENT ON POLE TOP: Mdl := Nfix•Wfix•(Spanarm + CPfix) + Nanri Warm Xarm pMdt = 0.083 ft -kip I BENDING WINDLOAD MOMENT ON POLE TOP: Mb_fix t :_ (Nfix•EPAfix'RiSefix)'Pz16.4 Mb fix t = 0.419 ft -kip Mb arm t (Nfix EPAarm Yarm) Pz16.4 Mb_arm_t — 2 2 Mb top := (Mb fix_t + I Mb_a m ti) + Mdl —0.016 ft - kip IMb top = 0.442 ft -kip I BENDING WINDLOAD MOMENT AT GROUNDLINE, Mb_fix_g := [NfiX EPAfix•(Risefix + bpole)]•Pz16.4 Mb_fixJg = 4.473 ft -kip Mb—aTm—g := [N fix• EPAann' Yarm + bpole)] • Pz 16.4 Mb_armg = 1.074 ft• kip Mbit := EPAtop•Centroidpole'Pz16.4 Mb_pt = 1392 ft -kip Mb base := EPAbase'��Centroidbase) Pz16.4] Mb_base = 0.048 ftkip 2 Mb_groundline := J(Mbg + Mb arm_g + Mb_pt + Mb_base) + Md1 IMb_groundline = 6.988 ft•kip I 7 TRANSVERSE BENDING MOMENT AT GROUNDLINE Mb fix tran := [Nfix'EPAfixev'(�efix + hpoleE'Pz16.4 Mb_fix_tran = 4.473 ft. kip Mb_ann trap := CNS EPA .2 (Y + hpole)]'Pz16.4 Mb g = 1.074 ft kip Mb pt trap EPAtop (Centroidpole).Pz16.4 Mb = 1.392 ft-kip M =EPA (Centroid ) P Mb base = 0.048 ft•kip b base Iran base base ' z16.4 Mbtran := Mb fix tran + Mb_arm trap + Mb,t trap + Mb base_tran + Mdl IMbtran = 6.21 ft -kip I IMbl = 7.097ft•kip I IMb2 = 4.588 ft• kip 1 LOAD CASE CHECK: (AASHTO Section 3.9.3) CASE 1 2 2 Mbl := Mb_groundline + ('2.Mbtran) CASE 2 2 2 Mb2:= (.6Mb_groundline� + (.3•Mbt ) GROUNDLINE MOMENT:= if (Mbl > Mb2,Mb1,Mb2) IGROUNDLINE MOMENT = 7.097 ft -kip 8 ANALYSIS RESULTS IMgroundline := GROUNDLINE MOMENT = 7.097 ft -kip Ivgroundline Vgroundline 0.467 kip I rgroundline (Wpole + Nfix Wfix + Nami Warm + Wbase) = 0.149 kip IMtor ground = 0.353 ft kip I 9 CHECK ALLOWABLE STRESSES Reference: 1) As per American Associationg of State Highway and Transportation Officials (AASHTO), "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals AT THE SLEEVE: Aluminum T6061 -T6 (HT) (Pole) Section Stress Allowables Section 6.4 AASHTO Table 6-1 Modulus of Elasticity for Aluminum E := 10100ksi Compression Fcy:= 35ksi Bending Fty:= 35ksi Ftu:= 38•ksi Shear Fsy := 20ksi Fsu := 24ksi nu := 1.95 ny := 1.65 na := 1.2 AASHTO Section 6.3 kc := 1.12 kt := 1 AASHTO Table 6-6 k := 1.33 Safety Factor := .85 Reduction factor Allowablebending.stress.tension :_ (Fttf k -1.17-k , = 22.03 ksi AASHTO ny kt•nui Eq. (6-3) Fy := if(Fty < Fcy, Fty„ Fcy) = 35 ksi (F 15 FY \l Btb .= ksi 1.5 —• 1 + – 64.787 ksi 8.7 1 ( 3 Dtb := Btb Btb = 4.458 2.7 E ksi SI .bending.compre,ssion AASHTO Table 6-5 AASHTO Table 6-5 \2 Btb – 1.17 °Y ksi AASHTO Table Dtb Eq. 6-13 (b) tb , tto Rb :_ ]Z top – 2p = 2.406 in mid thickness radius 10 t := ttop = 0.188 in Rb Allowablebending.stress.compression •= I t < Sl.bending.compression) c1)'Fcy 1.17 , "CHECK S2" nY Allowablebending.stress.compression = 28.057 ksi AASHTO Eq. 6. 6-13 (a) Allowablebending.stress nun�Allowablebending.stress.compression, Allowablebending.stress.tension) IAllowablebending.stress = 22.03 ksi I Allowablecompression.stress if F Ly 5 Bt := F°Y 1 + = 81.236 AASHTO Table 6-5 ksi 8.7 Bt Bt \ 3 Dt:= — — 4.5 E ksi = 3.617 AASHTO Table 6-5 R := Rtop - ttop = 2.406 in 2 S1 .compression n" ksi Bt - kc nY 2 cy Dt mid thickness raidus AASHTO Table 6-13 Eq. 6-11 (b) CR < Sl.compression) ci)'Fcy k n , "CHECK S2" c y IAllowablecompression.stress = 21.411 ksi I F B := 1.5• sy • 1 + F 3 ( ksi 9.3 \2 Ds := Bs Bs = 0.24 10 E ksi AASHTO Eq. 6. 6-11 (a) - 38.756 AASHTO Table 6-5 AASHTO Table 6-5 11 Allowable .= if FsY Bs-- ksi Sl.shear:= h := Rtop h = 13.298 t 1.25.Ds R < S1.• shear = 62.501 ( R < S 1.shear) , �'FSY• n , "CHECK S2" Y lAllowableshear.stress = 13.703 ksi 1 Ro := Rtop Lt := hpole = 208.125 in S1 .torsion.and.shear 29'( t Ro AASHTO Eq. 6. 6-21 (b) clear height of shear web AASHTO Eq. 6-21 (a) Outside Radius of round tube Length of tube 5 1 4 4 AASHTO SECTION Ro Lt 6.4.5.1 Eq. 6-28 (--hk"CHECK S2" Allowable torsion.and.shear if < Sl. torsion.and.shear,'43" ' nY "able 13.703 ksi 1 FS = 1 torsion.and.shear — Check Shaft Section at Sleeve MOMENT := FS•Mgroundline = 7.097 ft•kip SHEAR := FS•Vgroundline - 0.467 kip TORSION := FS•Mtor_ground = 0.353 ft•kip AXIAL := FS•Pg oute = 0.(149 kip (MOMENT) (hpole — hbase) hpole = 18.452 ksi ST Bendingstress fBendingstress = 18.452 ksi I AASHTO Eq.. 6-21 (a) 12 2SHEAR TORSION Shearstress :_ + ( AT (ATRtOP) 1Shearstress = 0.729 ksi Axial AXIAL stress– AT +Axlalstress = 0.041 ksi I CA should be taken as 1.0 based on Section 6.7.1 CA:= .99 fa := Axialstress = 0.041 ksi .26.Fy = 9.1 ksi Fa0 ;_ fb := Bendingstress = 18.452 ksi Fb := Allowableben can g.stress = 22.03 ksi fs := Shearstress = 0.729 ksi Fs := min(Allowableshear.stress,Allowable torsion.and.shear) = 13.703 ksi Combined Stress ratio, CSR Axialssfs 2 fb CSR :_ + — + – 0.853 Fa0 Fs CA.Fb CSR = 0.853 CheckCSR := if (CSR < 1.0, "OK" , "NOT GOOD" ) 1CheckCSR = "OK" I AASHTO Eq. 6-30 13 USE GROUNDLINE LOADS TO CHECK STRESSES AT BASE Aluminum Casting 356 T6 Allowables Stresses Check as per Section 6.4 AASHTO Table 6-9 Modulus of Elasticity for Aluminum E := 10100ksi Compression Fey := 5.6ksi Bending Fty := 5.6ksi Shear Fsy := 4.48ksi Fy := if(Fty < Fey,Fty„Fey) = 5.6ksi MOMENT Bendingstress S = 2.008 ksi B IBendingstress = 2.008 ksi I 2SHEAR+ TORSION = 0.116 ksi Shearstress:= AB �AB.Rbot) IShearstress = 0.116 ksi Axialstress AXAIAL — 0.011 ksi B lAXlalstress = 0.011 ksi I Fat) := = 3.837 ksi ny IFa° = 3.837 ksi I Fb := (1)• 1.17Fty k = 4.489 ksi ny IFb = 4.489 ksi I Fs := (1)•Fsy = 3.069 ksi nY FFs = 3.069 ksi I 14 SHEAR := FS•max SHEAR = 0.162 kip vpoletop2 .2•vpoletop2, (•6vpoletop)2 + .3•vpoletop21 TORSION := FS•max �Mt 2 + .2 M 2 4( tor )2 + .3•M 2) or to for top for top for top J TORSION = 0.194 ft - kip AXIAL := FS•Pgroundline = 0.036 kip assume a diameter of 2.75 inches to be conservative darm := (2.75)in 2 Aarm' = 7r•I da2m I = 5.94in2 ar•d 4 Ian — 2.807 in arm 64 darm Mb_top 2 Bendingstress = 1.3 ksi Iarm IBendingstress = 1.3 ksi 2 SHEAR TORSION Shearstress + = 0.339 ksi Aarm (nn. daAa2 J IShearstress = 0.339 ksi I AXIAL Axialss — 6.061 x 10 3 ksi stre Aarm lAxialstress = 6.061 x 10 3ksi Fa0 :_ 4•Fcy r = 3.837 ksi IFao = 3.837 ksi 17 Fb :_ 4.1.17FtY; n = 4.489 ksi Y IFb = 4.489 ksi 1 Fs := 4:)y•Fsk = 3.069 ksi ny IFs = 3.069 ksi I fa := Axialstress = 6.061 x 10 3 ksi fb := Bendingstress = 1.3 ksi fs := Shearstress = 0.339 ksi Combined Stress ratio, CSR 2 CSR := fa + fs + fb — 0.306 Fa0 Fs C o•Fb CSR = 0.306 CheckCSR := if (CSR < 1.0, "OK" , "NOT GOOD" ) JCheckCSR = "OK" AASHTO Eq. 6-30 18 ANCHOR BOLT ANALYSIS References: 1)As per American Associationg of State Highway and Transportation Officials (AASHTO), "Standard Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals 2) Design Guide for Steel -To -Concrete Connections by Cook, Doerr, Klinger. The University of Texas (Research Report 1126-4F) Anchor Diameter (in.) Threads Per Inch n Tensile Stress Area (A5) 1/4 20 0.032 3/8 16 0.078 1/2 13 0.142 5/8 11 0226 3/4 10 0.334 7/8 9 0.462 1 8 0.606 141/8) 7 0.763 141/4) 7 0.969 143/8) 6 1.160 1-(1t2) 6 1.410 1-(3/4) 5 1.900 2 4-(1/2) 2.500 2-(1/4) 4-(1/2) 3250 2-(1/2) 4 4.000 2-(3/4) 4 4.930 3 4 5.970 3-(1/4) 4 7.100 3-(1/2) 4 8.330 3-(3/4) 4 9.660 4 4 11.100 SF := 1.0 MOMENT := SF -Mg oundline = 7.097 *kip SHEAR := SF-Vgroundline = 0.467 kip TORSION SF-Mtorground = 0.353 ft -kip AXIAL := SF-Pgroundline = 0.036 kip 19 PROPERTIES nbolts •'= 4 threads := 10 As := .334in2 FOOT Modifications to LTS-5 Structures Manual Section 5.17.2 Only use ASTM F 1554 Anchor Bolts with 3/4" diameter and 55ksi yield strength Fy.bolt 55ksi Fu.bolt 75ksi 3. danchorbolt '= 4 m Danchorboltcircle:= 8in twall.base tbot = 0.375 in Diameter pole.base := dbaseb = 12 in Danchorboltcircle Ranchorbolt 2 = 4 m 2'Ranchorbolt Squareanchor.bolt= 5.657 in 2 Diameter bolt.group := Danchorboltcircle = 8 in Abolt := As = 0334 in2 2 Abolt.group '= Abo1f nbolts = 1.336 in OuterDaimeterbaseplate := Diameterpole.base + 4 danchorbolt + 2.5in = 17.5 in InnerDiamterbaseplate•Diameterpole.base = 12 in 20 Check Bolt Stresses Reference 2: Design Guide for Steel -To -Concrete Connections by Cook, Doerr, Klinger. The University of Texas (Research Report 1126-4F) Ibolt.group I nb81ts) (Diameterbolt.group2)'Abolt = 10.688 u i 2SHEAR TORSION MOMENT Vbolt 1 + = 5.821 kip (Diameterbolt.rouP) bolts 'bolts rDiamete otroupnboltsl 2 /I MOMENT. Diameterbolt.group 2 ft.bolt'= = 31.873 ksi Ibolt.group Pbolt:= ft.bolfAbolt �P= 10.646 kip bolt Ts '= Abolf Fu.bolf k = 33.317 kip ry :_ .5 (VboltJ 2 _ 2 Tn: Ts ITn = 31.216 kip .75•Tn = 23.412 kip PR Pbolt — 0.455 bolt'= .75.; BoltStress := if(PRbolt < 1, "OK" , "NOT GOOD" ) 1BoltStress = "OK" I 21 Bolt Allowable Stress Reference 1As perAASHTO Standards Section 5.17.4: Bolt Design Tensile MOMENT = 10.646 kip Tensileforce D anchorboltcircle Tensileforce Tensilestress := = 31.873 ksi As ITensilestress = 31.873 ksi I Combined Shear 2SHEAR Shearforce := = 0.233 kip nbolts Torsion TORSION = 0.265 kip shear.force (R anchorboif nbolts) Shearper.bolt Shearforce + Torsion = 0.498 kip Shearper.bolt Shearstress := As IShearstress = 1.492 ksi I Compressionstress '— AXIAL + MOMENT Danchorboltcircle As ICompressionstress = 31.981 ksi I Allowable Stresses for Anchor Bolts SEction AASHTO 5.17.4.2 4 Allowabletensile.stress '— '5. Fy.bolf IAllowabletensile.stress = 36.667 ksi I 4 Allowablecompression.stress '_ •6'Fy.bolf IAllowablecompression.stress = 44 ksi 4 Allowableshear.stress .3'Fy.bolf 3 IAllowableshear.stress = 22 ksi I AASHTO Eq. 5-21 (a) AASHTO Eq. 5-21 (b) AASHTO Eq. 5-22 22 Combined Tension and Shear Shearstress 2 Tensilestress )2= CombinedTension.and.Shear'= 0.76 Allowablesheanstress (nowabJeteuesss) AllowableS?ressForShearAndTension := if(CombinedTension.and.Shear < 1, "OK" , "NOT GOOD" JAllowableStressForShearAndTension = "OK" Combined Compression and Shear Shearstress 2 Compressionstress CombinedComp.and.Shear:= Allowable Allowable sheanstress compression.stress 2 = 0.533 AllowableStressForShearAndCompression := if(Combined(mp and.Shear < 1, "OK" , "NOT GOOD" lAllowableStressForShearAndCompression = "OK" 1 23 BASE PLATE CHECK: Dbase.plate Diameterpole.base — 2'tbot = 11.25 in py.baseplate:= 24ksi k = 1.33 factor allowing increase of steel capacity due to wind loading Analysis Section: Danchorboltcircle = 8 in Tensileforce = 10.646 kip Distance of bolt center to edge of pole d — (Diameterpole.base — Danchorboltcircle) — 2 Pl — in2 Plate plane with resisiting moment 2 2 Diameter pole.base Dbase.plate bo: 2 4 4 = 4.176 in Plate Moment Mp1:= dpl•Tensileforce = 1.774 ft•kip °a11 Fy.baseplate' .66•k = 21.067 ksi Plate Thickness 6M 1 tp1:= p — 1.205 in bpl' mall tbase.plate :_ ceill 96• ft JJ ft= 1.25 in 96 deed a base plate thickness of 1.251 24 WELD ANALYSIS At shaft to base connection welded material is ER5356 Aluminum Allowable Shear Stress in Filet Weld weldsize.top • 188in = 0.188 in • 188in = 0.188 in weldsize.bot :_ Top weld cross sectional properties Weld Throat Weld Center Diameter Weld Area Fweld 6.5ksi tw top := we size.top'sin(45deg) = 0.133 in dw.top dbaset + tw.top'sin(45deg) = 6.094 in Aw.top 2 I dw.topl tw.top = 2.545 in2 2 Weld Moment of Inertia Tr 'top 8 'dw.top3'tw.top = 11.814 in — Bottom weld cross sectional properties Weld Throat tw.bot weldsize.bof sin(45deg) = 0.133 in Weld Center Diameter dw.bot dbaseb — tw.bot sin(45deg) — t = 11.718 in Weld Area Aw.bot 2''R'( w2 of 1 tw.bot = 4.894 in 2 Weld Moment of Inertia Distance Between Welds Ibot 8 'dw.bot3'tw.bot = 83.997 in twtop'sin(45deg) tom, bot'sin(45deg) D := hbe + + = 38.219 in 2 2 Bottom weld centroid Top weld centroid (dw.bot1d2 D' dw.top'tw.top 2 C1 := I 2 I+ + = 14.328 in / w.bof tw.bot d w.top'tw.top 2 2 dw.top D'dw.bot•tw.bot C2 := + = 25.327 in 2 dw.bof tw.bot + dw.top'tw.top 25 Cmc := max(C1, C2) = 25.327 in Total Moment of Inertia of Welds ++ rr D2 dw.bof dw.top. tw.bof tw.top = 2.541 x 103 in4 lw /top Ibot dw.bof tw.bot dw.top'tw.top Polar Moment of Inertia of Welds Jw.bot '[�dw.bot + tw.bot)4 — {dw.bot — tw.bot)4] = 168.015 in4 4 w.top'— 32'[(dw.top + tw.top)— �dw.top — tw.top)4] = .".t"in4 Jtotal '= Jw.bot + Jw.top = 191.655 in4 Weld Bending Stress f _ Mgroundline'Cmax = 0.849 ksi bw Weld torsional Stress dw.top + tw.top — Rw—3.113in 2 Mtor_ground"(Rw) = fwt 0.069 ksi :_ Jtotal SHEAR CNS := = 0.063 ksi �v.bot + Aw.top few := 41b�,2 + i2 + fws2 = 0.854 ksi fallowable.weld'= Fweld1.33 = 8.645 ksi Weld Allowable Stress (from Specifications for ALuminum Structures, Fourth Edition, The Aluminum Association, Inc. April, 1982) CheckAllowableWeldStress := ifkfcw < fallowable.weld' "OK" ,"NOT GOOD") 1CheckAllowableWeldStress = "OK" I 26 FOUNDATION DESIGN LOADS MOMENT = 7.097 ft•kip SHEAR = 0.467 kip TORSION = 0.353 ft kip AXIAL = 0.036 kip Mtor ground Sheartorsion := = 1.06 kip Diameterbolt.group 2 from bolt analysis: dbolt danchorbolt = 0.75 in BoltEdgeDistance 3in NumbeiOfBolts := nbolts Pbolt = 10.646 kip GEOTECHNICAL SoilType := 1 soil := 30deg csoil 1000psf 7soi1:= 60pcf Cover := 3 in 1 — sand 0 — clay Kp := tar[ (45deg) + ±2 1112 — 3 Offset := Oin esand := Offset fc := 4ksi ceilkr(Diameterbolt.group + 2. Cover + 2BoltEdgeDistance) ft ft 0. Diameters :_ = 24 x 10 In 2 AMIN 27 BROMS METHOD Broms Method for Cohesionless Soil Check SFot:= 2 MT.ot := SF of MOMENT = 14.194ft•kip VT.ot SFot SHEAR = 0.934 kip b := Diametershaft = 24 in Guess Value Lot.sand 30in 3 Given Isoil'b'Lot.sand 'KP 2 MT.ot — VT.of (Lot.sand) = 0 Lot.sand.regd Find(Lot.sand) = 56.284 in 7soi1'b'Lot.sand.regd3'Kp 6 . 2x 100•lb = 86.049 x 10 2 2x 10o s 2x100 MT.ot + VT.of (esand + Lot.sand.regd) = 86.049 x 106 in • ]b ILot.sandprov Lot.sand.regd + .25ft = 59.284 in s 2x 100 Performance Ratio in sandy soil [MT.ot + VT.of (esand + Lot.sand.prov)] PRotsand = 0.866 [soiY('ot.sand.Prov3)Pl 2 CheckPRSand := if(PRot.sand < 1, ICheckPRSand = "OK" I Broms Method for Cohesive Soil Slope := 8' csoil _ 1.333 x 103 pcf (3.b) MT.ot eclay .— + Offset VT.ot "OK" , "NO GOOD" ) 28 Nforce(M,N) :_ [Slope.(2.M + N) + 2•csoil].N• b 2 Mforce(M) := (2•csoil + M•S1op9•M• b 2 M [2•(M•Slope + csoi) + csoil] 3 M•Slope + °soil N 2-(N. Slope + M•Slope + csoii) + (M Slope + csoil� NArm(M,N) := eclay+ M + — 3 MArm(M) := eclay + M := 2ft N:= 2ft Given Slope•(2•M + N) + 2csoil VT.ot+ Nforce(M,N) = Mforce(M) Mforce(M)•MArm(M) = Nforce(M,N)•NArm(M,N) N) := Find(M,N) = (14.671)in Lot.clay.mod.regd Lot.clay.mod.prov := M + N + Offset = 45.085 in := cell( Lot.clay.mod.regd l ft = 48 in ft Regular Broms Method (clay 9 VT.ot — 0.622 in • °soil' b Mmax := VT of(eclay + 1.5•b + .5•fclay) = 17.019 ft -kip r'imax g :_ = 23.337 in 2.25•csoil•b Lot.clay.reg.reqd 1.5•b + fclay + g + Offset = 59.959 in L ceil� Lot.clay.reg.reqd ft = 60 in ot.clay.reg.prov :=ft 3•b = 72 in if Lot > 3*b use regular broms method Lot.clay.prov:= if(Lot.clay.reg.prov— Offset> 3•b,Lot.clay.reg.prov,i otclay.mod.prov) = 48 in 29 Shaft Performance Ratio in clay soil / Mmax VT.ot 2 25c soil b 9c soil PR := if L — Offset> 3•b, b ' Lot.clay.mod.reqd ot.clay ot.clay.reg.pmv Lot.clay.reg.pmv — 1.5•b Lot.clay.mod.prov, Lengthshaft := if (SoilType = 1, Lot.sand.prov , Lot.clay.prov) = 59.284 in Shaft Performance Ratio PRot := if(SoilType = 1, PRot.sand' PRot.clay) - 0.866 CheckShaftOverturning := if(PRot < 1, "OK" , "NOT GOOD") _ "OK" ICheckShaftOverturning = "OK" I Calculate Factored Maximum Moment in Shaft and Design Shaft Reinforcement Short free -head pile in cohesionless soil using broms method Vbase VT.ot = 0.934 kip Mbase MT.ot = 14.194 ft• kip " sand I 2 Vbase = 15.778 in J 3•rysoil•b•KP 1 V f wd'= [Vbase'(esand + fs d)• kip• ft Vbase' sand kip ft + Mbase' kip•ft — 'kip -ft = 15.013 ft•kip Short free -head pile in cohesive soil using Modified Broms method for L < 3*b guess value = 0.939 fmod := 4ft Given Vbase = fmod' 2'(2'csoil + fmod.Slope) effective overburden stress at bearing depth width of bearing element (pile diameter) fmo(' Find(fmod) = 4.484 in 2 3 °soil' b' fmod b' fmod 'Slope Mmax.mod.clay '= Vbase'�eclay + fmod) — 2 — 6 fclay = 0.622 in Short free -headed pile in cohesive soil using Regular Broms method for L > 3*b [Vbase'(elay+b+ 17.019ft• kipMmax.reg.clay cay] = 14.38 ft•kip 30 If Lot < 3*b, use Modified Broms method Mmax.clay if(Lot clay.prov —Offset < 3 b,M mod.clay,Mmax.reg.clay) = 14.38 ft.kip Maximum factored moment using 2 as a Safety Factor Mu.shaft if(SoilType = 1, 2 -max .sand, 2'Mmax.clay) IMu.shaft = 30.025 ft.kip Pu.shaft := 1.3 •AXIAL = 0.047 kip I �Pushaft Check Torsion Resistance on Drilled Shaft FDOT Modifications to LTS-5 Section 13.6.1 Geotechnical Design Embedment Revision 01/11 loom 150pcf 11:= tan(thsoil) = 0.577 Fs := 1.0•rysoir Lengthshaft = 1.029 x 10 3 ksi 2 Diametershaft -rt. Tn1 Diameter hft' 2 sa 2 = 4.601 ft. kip Diametershaft Tn2 �r 2 •Lengthshaft•�yconc'� 3 Tn := Tn1 + Tn2 = 5.497 ft•kip TorsionCheck := if(1.3TORSION S Tn, "OK" , "NOT GOOD" ITorsionCheck = "OK" Fy.rebar 60ksi BoltEdgeDistance = 3 in Diameter Bolt.Group := Danchorboltcircle = 8 in Diametershaft := 2ft BarSize := 8 TieSize := 3 p := .01 31 /0.11 0 Bar3 := .376 .375) 0.2 Bar4 := .668 `.5 0.31 Bar5:= 1.043 .625 , 0.44 Bar6:= 1.502 .75 0.6 Bar7:= 2.044 .875j (0.79\ Bar8:= 2.67 1.0 j 1.0 Barg := 3.4 1.128 j 1.27 Bar 10 ' 0.79 BAR := BarBarSize, 0 = (i 2.67 1 Abar BARD in = 0.79 int dba.:= BAR2 in = 1 in (0.11 T� := BarTieSize, 0 0.376 0.375 dhe := TIE2 in = 0.375 in ATf := TIE0 int = 0.11 int BarsProvided:= ceil 4.303 1.27j Area Weight Diameter 1.56 Bar11 := 5.313 1.56 CtDiameer ftl 2 2 Sha J =6 Abar DiameterShaft Rshaft := 2 = 12 in pprovided:= BaProvided'Abar = 10.4777 x 10 3 IT'Rshaft2 Rbar.group := (Rshaft — Cover — dtie — dbar — 8.125 in 2 32 2 = 1.047y:_ Barsprovided ib := 0 .. (BarsProvided — 1) yib'— Rbar.group'sin(1yib) n 1..100 Lengthna := DiameterShaft• 1.5 = 36 in Lengthna Lengthna Ilan (Rshaft — 100 n 100 fc — 4ksi 131 :_ .85 — .05• = 0.85 lksi 131 := if 031 < .65, .65,131) = 0.85 an := Rshaft — (Rshaft — nan) 131 a := if(n a < —Rshaft,—Rshaft, an) StrainDistancen := Rshaft — nan an n a := — — asin n 2ft Rsha� an := 1fL\�(Re(a)n) �' 7V' Relan)1 2 .(an — si a)•cos(a)) Aconcn '= Rshaft 2.sin(an)3 ylbn .— Rshaft 3.(an — sin(an)•cos(an)) — cos(an) C_mom_arm := an + ylbn sloope := n .003 Rshaft — n n) ChangeSign(x) := if(x > 0,1,-1) step(value) := if (value < 0,0,1) Es := 29000ksi fs(h, j , x) := if[l sloopeX (h — j) • Es > Fy.rebar, Fy.rebar ChangeSign sloopeX (h — j)l, sloopeX (h — j) -Ed 33 Pnn := •854c.(Aconcn — step(Yib — nan)• Abm.l + ib \ fs(yib, nan, n)•Abar Illi ib / //II Mnn :_ •854c.Aconcn — step(Yib — nan)•Abar •C_mom ar n + E (fs(yib,nan,n).yib)•Abar ib ib / rn101 '— .85'Ic'(�'xshaft2 — BarsProvided'`�'b ) + BarsProvided•Abu' Fy.rebar = 1.806 x 103 kip Mn n101 ' Olbf•ft PnO:= Pnl Pnmax := 0.8 • P = 1.445 x 103 kip n101 k := 0 .. 101 �k := .7 c)f := .9 Pmark := .1 •fc'Rshaft2'Tr = 180.956 kip P = 1.806 x 103 kip n101 := if P < Pmark, (Of — 4k)• n101 �lc := if (4 k > 0.9, 0.9, 0) = 0.7 indexn := if (Pnn < 0kip, n, 0) J max(index) = 13 Mn = 199.202 ft•kip max(index) Mu. shaft PRshaft'= 0.9•M nmax( index) Pmark — n101 + d)k,= 0.7 = 0.167 Pmark CheckShaftMoment := if (PRsnaft < 1.0, "OK" , "No Good" ) ICheckShaftMoment = "OK" I 34 Mom Calculate the Required Development Length for Rebar Abar = 0.79 in2 dbar = 1 in die = 0.375 in Rbar.group = 8.125 in Diametershaft - 2•Cover - Diameterbolt.group - dbar Gap := 2 = 4.5 in Calculate the number of rebar per bolt BarsProvidedPerBolt 11) :_ .9 BarsProvided NumberOfBolts Pbolt BarsPerBolt := = 0.25 Abar.(0Fy.rebar) ,3 I = 1.5 area ratio=Asteelregd/Asteelprovided -- BarsPerBolt AreaRatio := = 0.166 BarsProvidedPerBolt ... 1.25•Abar Fy.rebar .4-dbar Fy.rebar DevelopmentLength := m , = 29.625 in j(fG ks9.in ksi 2• T.Rbar.group)- BarsProvided BarSpacing := floor •.5in = 8.5 in .5in ANIS 35 AIM ik CALULATE REQUIRED ANCHOR BOLT EMBEDMENT el := 8in sl := 8in bl := 24in c2 8in s2 := 8in b2 := 24in cmin:= min(cl,c2) = 8in smin := min(s l , s2) = 8in FDOT Structures Guidelines 2002 7.12 Adhesive Anchor Systems Ae := As = 0.334 in2 h := 4.in r := 8in R := 12in 6 := 2•.84106rad a := 2•R•sin(9) = 23.851 in S := R•0 = 20.185 in A := —R2 R2.(0 - sin(0)) = 49.558 in2 2 An0:_ Tr. 2 (Diametershaft)2 -A=402.831m 2 Effective tensile stress area Effective area of a single Adhesive Anchor in tension Effective area of a group of An :_ (12.20 + 4.12 + 4.12) •in2 = 336 in2 Adhesive Anchors in tesion Effective breakout area of a Av0 := 4.5•cmin2 single Adhesive Anchor in shear c := cmin Fy bolt = SS ksi fc = 4 ksi danchorbolt = 0.75 in s := Smin Fu.bolt = 75 ksi EpoxyBond.Strength := 1.83ksi = .85 d)s:= .9 h := Lengthshaft = 59.284 in 36 7.12.3 Design Requirements for Tensile Loading := if cmin sr„ > 8 danchorbolt, 1, .7 + .3 = 1 8' danchorbolt •�gn := if stn > 16• danchorbolt , 1, An Ano = 0.834 Eq. 7-5 Eq. 7-6 design tensile strength for Adhesive Anchor steel Eq. 7-2 Ns := clis-Ae•Fy.bolt = 16.533 kip For ductile behavior it is necessary to embed the anchor sufficiently to develop 125% of the yield strength or 100% of the ultimate strength, whichever is less Ncregd min(1.25•Ae•Fy bolt, Ae' En.bolt = 22.963 kip Ncreqd Embedmentnepth := = 7.511 in (<L'c•ll'e**gn). (EPDXyBond.Strength'1' danchorbolt) EmbedmentDepth := 8in Design tensile strength for Adhesive Anchor bond No := EpoxyBond.Strength IT' danchorbolt'EmbedmentDepth = 34.495 kip No := 4:1)c•11)e•11.)gn No = 24.456 kip <ON := mIn(Ns, Nc) = 16.533 kip Eq. 7-4 Eq. 7-3 7.12.4 Design Requirements for Shear Loading effective area of a group of Adhesive Anchors in shear and/or loaded in shear where member thickness, h, is Tess than 1.5c Ay := if[Lengthshaft < 1.5cmin, 2- 1.5. emin Lengthshaft,[(2.1.5•c ) + s•]•Lengthshaft] := if smin < .3•cam, Av ,1.0 = 1 Av0 Vs = iiis'.7•Ae.Fy.bolt = 11.573 kip h:= 8.in r:= 4in R:= 12in 6:= 2•.944rad Eq. 7-7 37 AI NES a := 2•R•sin(9) = 22.803 in S := F.• 8 = 22.656 in A := 2 R2•(0 — sin(9)) = 67.528 in2 Avo Diameter 2 ShaftI 2 effective area of a single J — A = 384.861 in 2 Adhesive Anchor in tension 11) gv := if 3-c• < Lengthshaft,1, AV = 1 Ao 1.15 I Vc := c•4gv .4534-I emm I •J fc • 1000•kip = 33.296 kip m J ksi .1)V := mm(Vc, Vs) = 11.573 kip 7.12.5 Interaction of Tensile and Shear Loadings NU := Tensileforce = 10.646 kip Vn := Shearpe bolt = 0.498 kip CheckTensileAndShear := if Nu + Vu < 1, "OK" , "NOT GOOD" .1)N .1)V ICheckTensileAndShear = "OK" Eq. 7-8 Eq. 7-10 Use Type HV Adhesive as per section 937-1.2 and Epoxy Compound Type J as per Section 926-1 as per the FOOT Structural Manual Columne January 2011. The epoxy adhesive to be on Qualified Products List as per Section 937-2 Anchor Circumference Cir :=dbolf� = 2.356 in Anchor Embedment Depth EmbedmentDepth = 8 in Bonding Surface Area Areab := Cir•EmbedmentDepth = 18.85 in2 Tensileforce Applied Uniform Bonding Stress Bondu stress = 0.565 ksi Areab PSI < 3,060 PSI Requirement for Type HSHV adhesive bonding material for Confined Tensions as per Section 937-4 38 DESIGN SUMMARY Lengthshaft = 59.284 in or 5 ft Diametershaft = 24 in CheckShaftOverturning = "OK" CheckShaftMoment = "OK" TorsionCheck = "OK" fc=4ksi Danchorboltcircle = 8 in Required base plate thickness tbase.plate - 1.25 in Use ASTM F 1554 Threaded Anchor Bolts with 3/4" diameter and 55ksi yield strength Supplied by American Fasteners Corp. Miami, FL y.bolt — 55 ksi Fu.bolt = 75 ksi danchorbolt = 0.75 in l WasherDiameter:= 4 1 + 7 (in EmbedmentDepth = 8 in Use Type HSHV Adhesive as per section 937-1.2 and Epoxy Compound Type J as per Section 926-1 as per the FDOT Structural Manual Volume January 2011. The epoxy adhesive to be on Qualified Products List as per Section 937-2 EPDX'Bond.Strength = 1.83 ksi Bonding Surface Area Areab := Cir•EmbedmentDept = 18.85 int 39 fa := Axialstress = 0.011 ksi fb := Bendingstress = 2.008 ksi fs := Shearstress = 0.116 ksi Combined Stress ratio, CSR 2 CSR := fa + f— s + fb — 0.456 Fa0 Fs CA' Fb CSR = 0.456 CheckCSR := if(CSR < 1.0, "OK" , "NOT GOOD" ) ICheckCSR = "OK" I AASHTO Eq. 6-30 15 USE POLE TOP LOADS TO CHECK STRESSES AT ARM Aluminum Casting 356 T6 Allowables Stresses Check as per Section 6.4 AASHTO Table 6-9 Modulus of Elasticity for Aluminum E := 10100ksi Compression Fey := 5.6ksi Bending Ft, := 5:6ksi Shear Fsy := 4.48ksi Fy:= if(Fty < Fey, Fty, Fey) = 5.6ksi Dead Load Moment Mdl :- Wfix (Spanam + CPfix) + Warm'Xarm Wind Load Moment Mb fix_t := (EPAfix'RiSefix)'Pz16.4 Mb arm t (EPA•Yatm)'Pz16.4 2 2 Mb_top := (Mb_fix_t + `Mb arm_tl) + Md1 Shear due to wind °poletop REPAfix + EPA) + EPAcan1Pz16.4 Torsion due to wind tor_top Pz16.4'[EPA (CP fix + Spam) + EPAatm Xarm] Dead Load Pgroundlme Wfix + Warm = 0.036 kip MOMENT := FS•maxJMb top2 + .2•Mb top2'4l•6Mb top)2 + ."'Mb top2] MOMENT = 0.242 ft• kip 16