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X2010-1365 - Misc (2)
• Project Description: Project Address: c94— aDIo CITY OF NEWPORT BEACH I t I _ D,`- BUILDING DEPARTMENT tg 3300 NEWPORT BLVD. P.O.BOX 1768, NEWPORT BEACH, CA (949) 644-3275 TENANT IMPROVEMENT CORRECTIONS SITE WORK AND NEW COVERED VENDING AREA, adjacent to Bldg 17 (MRI). Increase scope of work on PC 2456-2006. 1 HOAG DR., BLDG 17 Plan Check No.: 1064-2010 Use: HOSPITAL / MISC. STRUCT Architect/Engineer: RBB ARCHITECTS Owner: HHC (GREGG ZOLL) Checked by: S. KUSIK 1st Check 06/21/10 4`" Check* q f 22 /0 Date Filed: 06/11/10 Occupancy: DSA / U (CHERRY HUEN) Phone: 949-764-4468 Phone: (949) 644-3285 2nd Check 07/29/10 Italic comments No. Stories: Const. Type: DSA / VB Phone: 310-473-3555 Submitted Valuation: $ 360,000 Permit Valuation: 3rd Check 09/02/10 Bold comments *NOTE: Do not resubmit after the 3rd plan check. Call plan arc check engineer for an in -person recheck appointment. WARNING: PLAN CHECK EXPIRES 180 DAYS AFTER SUBMITTAL. THIS PLAN CHECK EXPIRES ON: 12/08/2010 Approval of plans and specifications does not permit violation of any section of the Building Code or other City ordinances or State law. This plan check is according to 2007 California Building Code. • Make all corrections listed below. • DO NOT resubmit after the third check. Call plan check engineer and schedule in -person recheck. Return this correction sheet and check prints with corrected plans. • Indicate how each correction was resolved. Note: This list is applicable to B/M/A-2 occupancies. GENERAL 1. Approval is red from: a. Building Department EMP plan review b. Planning Department d. Fire Dopartmont Shared\Correction Lists\TICORR 2007 09/02/10 Page 1 of 3 other striping. Sht. A121. amended) plans. b. umbrella canopy fabric c. chot pins and other mechanical fasteners. 11. All sheets shall be wet signed by the appropriate design professionals. Photocopied, digital or signature stamps are not sufficient. (To be provided on final approved plans prior to permit issuance — minimum two wet signed sets, typically the EMP & Building reviewed/approved sets) SITE DEVELOPMENT & ACCESSIBLE ROUTE OF TRAVEL all grade changes, ramps, etc. wart€ 43,Clarify-the-sur-19-height-eetweeR-the-GLIC13--rafflp-by-the-amlaulanee-ePitiry-and-the-dropi-off-zero-curb -area, NOT FOUND 07/20/10. (4-1438475). vehicle -lanes SEATING area, i.o. bench, table, side patio, ctc. Whore tables are provided for the public, and in general omployoe-areas,-%%-but never loss than 1 must be accessible. CBC 1122B.1 previoucly. CBC 11226.1 CBC 1101B.5.3 Shared \Correction Lists\TICORR 2007 09/02/10 Page 2 of 3 21 Idontify acce ible tablo coating locatin n the seatin plan a. Tablotopc-chall bo 28" to 31" from tho floor or ground. (1122B.1) b. Knco spacos at toast 27" high, 39" wide, algid 19" deep-sheil-19.-previdod. (1122B.3, Fig 11B 13) STRUCTURAL calculations ADDITIONAL COMMENTS 2e erovirle a description of work on the plans, first sheet and title blocks, referencing the sitework and new venriin f.araa. _ he-titic bleekep all pages still reference the ECU & Imaging Renovation, not the "New vending a 27. , —Provide-the-foundation calculations for the light pole footing as detailed. (3/E310.3) SharethCorrection Lists\TICORR 2007 09/02/10 Page 3 of 3 sck I (o21i6 ICCERVICEEVALUATION S ICC-ES Evaluation Report Most Widely Accepted and Trusted ESR-1663 Issued January 1, 2009 This report is subject to re-examination in one year. www.icc-es.orq I. (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Councils DIVISION: 03—CONCRETE Section: 03151—Concrete Anchoring DIVISION: 05—METALS Section: 05090—Metal Fastenings DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings DIVISION: 09—FINISHES Section: 09051—Fasteners REPORT HOLDER: HILTI, INC. 5400 SOUTH 122nd EAST AVENUE TULSA, OKLAHOMA 74146 (800) 879-8000 www.us.hilti.com EVALUATION SUBJECT: HILTI LOW -VELOCITY POWER -DRIVEN FASTENERS 1.0 EVALUATION SCOPE Compliance with the following codes: • 2006 International Building Code® (IBC) • 2006 International Residential Code® (IRC) • 2003 International Building Code® (2003 IBC)* • 2003 International Residential Code® (2003 IRC)* • 2000 International Building Code® (2000 IBC)* • 2000 International Residential Code® (2000 IRC)* • 1997 Uniform Building CodeTM (UBC)* *Codes indicated with an asterisk are addressed in Section B.O. Property evaluated: Structural 2.0 USES Hilti power -driven fasteners are used to attach wood, light gage steel, and other fixtures to normal -weight and structural sand -lightweight concrete, metal decks with structural sand -lightweight concrete fill, concrete masonry units (CMUs) and steel base materials. The fasteners are alternatives to the cast -in -place anchors described in Sections 1911 and 1912 of the IBC for placement in concrete; the embedded anchors described in Section 2.1.4 of ACI 530 (which is referenced in IBC Section 2107); and the boltsused to attachmaterials to steel, described in IBC Section 2204.2. The fasteners may also be used under the IRC where an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 Fasteners: The fasteners are manufactured as nails or threaded studs with various shank diameters, thread diameters, lengths, and smooth or knurled shanks. When the fastener nomenclature includes an "E" (e.g., X-EDNI 16 P8 vs. X- DN132 P8) the fastener has a knurled shank. The carbon steel fasteners are manufactured from austempered steel conforming to SAE 1060 or 1070 (modified). The carbon steel fasteners are zinc -plated to ASTM B 633, SC 1, Type III. The stainless steel X-CR fasteners are manufactured from a proprietary CrNiMo alloy complying with the requirements of SAE 316. The premounted washers for the X-CR fasteners are manufactured from stainless steel conforming to SAE 316. All fasteners have a Rockwell C 49-61 hardness. 3.2 Normal -weight Concrete: Normal -weight concrete must be normal -weight, stone - aggregate concrete complying with IBC Section 1905 or IRC Section R402.2, as applicable. 3.3 Structural Lightweight Concrete: Structural lightweight concrete must be sand -lightweight complying with IBC Section 1905 or IRC Section R402.2, as applicable, and must have a minimum 3,000 psi (19.17 MPa) compressive strength at the time of fastener installation. Where applicable, fasteners must be placed through the metal deck into structural sand -lightweight concrete in accordance with Tables 3 and 4. Steel deck properties and configurations must be as described in Tables 3 and 4 and Figures 1 through 3 of this report. 3.4 Concrete Masonry Units: Masonry must be comprised of normal -weight concrete masonry units (CMUs) complying with ASTM C 90 and Type N mortar complying with IBC Section 2103.8 or IRC Section R607, as applicable. Where specified in Table 5 of this report, concrete -masonry construction must be fully grouted and have minimum prism strength, fm, of 1,500 psi (10.3 MPa) at the time of fastener installation. Grout must comply with Section 2103.12 of the IBC or Section R609.1.1 of the IRC, as applicable. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2009 KIR toZ Page 1 of 8 ESR-1663 I Most Widely Accepted and Trusted 3.5 Steel Substrates: Structural steel supports must comply with requirements in the applicable code, with a minimum tensile strength of 58 or 65 ksi (400 or 450 MPa) as noted in Table 1 of this report, and a minimum thickness of inch (3.2 mm). 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable tension and shear loads, along with fastener descriptions and shank diameters for power -driven fasteners installed in carbon steel base materials, are shown in Table 1. The allowable tension and shear loads with minimum required embedment depths, along with fastener descriptions and shank diameters for fasteners in normal -weight and structural sand -lightweight concrete - base materials, are shown in Tables 2, 3, and 4. The allowable tension and shear loads with minimum required embedment depths, along with fastener descriptions and shank diameters, for fasteners in concrete masonry units (CMUs), are shown in Table 5. Allowable loads for fasteners subjected to combined shear and tension forces are determined by the following formula: where: Ps = Pt = Vs = (Ps/Pt)-+ (Vs/VO) 5 1 Applied service tension load, pounds (N). Service tension load, pounds (N). Applied service shear load, pounds (N). Vi - = Service shear load, pounds (N). 4.2 Wood to Steel, Concrete, or Masonry: Allowable lateral and withdrawal design loads for fasteners determined in accordance with Part 11 of ANSI/AF&PA NDS and presented in the referenced tables, are applicable to Hilti fasteners of equal or greater diameters. The wood element is the side member. The fastener bending yield strength must be the value noted in the NDS based on the fastener diameter. 4.3 Installation: Fastener placement requires a low -velocity powder - actuated tool used in accordance with Hilti's published installation procedures. Additional installation requirements are set forth in Tables 1 to 5 of this report. When installation is in steel, minimum spacing between fasteners must be 1 inch (25.4 mm) on center, and minimum edge distance must be 1/2 inch (12.7 mm). Unless otherwise noted, when installation is in concrete, minimum spacing between fasteners must be 4 inches (102 mm) on center and minimum edge distance must be 3 inches (76 mm). Unless otherwise noted, concrete thickness must be a minimum of three times the embedment depth of the fastener. For CMUs, no more than one power -driven fastener may be installed per individual CMU cell. The DX Kwik system, described in Table 2, requires that a 0.709-inch-deep (18 mm) hole with -a diameter of 0.197 inch (5 mm) be drilled into the concrete prior to the placement of the fastener. The fastener must be driven into the predrilled hole and must penetrate the concrete beyond the bottom of the hole. 5.0 CONDITIONS OF USE The Hilti Low -Velocity Power -Driven Fasteners described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: Page 2 of 8 5.1 Fasteners must be manufactured and identified in accordance with this report. 5.2 Fasteners must be installed in accordance with this report and instructions published by Hilti, Inc. In the event of conflict between this report and Hilti, Inc., published instructions, this report governs. 5.3 Allowable loads must be in accordance with Section 4.1. Calculations proving that the applied loads are less than the maximum allowable loads described in this report must be submitted to the code official for approval. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is constructed. 5.4 The use of fasteners to resist earthquake loads is outside the scope of this report except for fasteners used with architectural, electrical and mechanical components as described in Section 13.1.4 of ASCE/SEI 7. 5.5 The allowable loads in Tables 2, 3, 4, and 5 are limited to installations in uncracked concrete or masonry. Cracking occurs when fr > fr due to service loads or deformations. 5.6 Hilti X-CR stainless steel fasteners are permitted for use in exterior, damp environments. All other fasteners in this report are limited to installation in dry, interior environments. 5.7 Hilti X-CR stainless steel fasteners may be installed in contact with preservative -treated or fire -retardant - treated wood, as set forth in the applicable code. Use of other fasteners in contact with preservative -treated or fire -retardant -treated wood is outside the scope of. this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Fasteners Power -driven in Concrete, Steel, and Masonry Elements (AG70), dated October 2006. 7.0 IDENTIFICATION All fasteners are identified by an "H" imprinted on the fastener head. Where applicable, the word "Hilti" is stamped on the steel washers. All fasteners are packaged in containers noting the fastener type, size, manufacturer's name, and evaluation report number (ESR-1663). 8.0 OTHER CODES 8.1 Evaluation Scope: In addition to the 2006 IBC and 2006 IRC referenced in Section 1.0, the products described in this report were evaluated for compliance with the requirements of the following codes: • 2003 International Building Code® (2003 IBC) • 2003 International Residential Code® (2003 IRC) • 2000 International Building Code® (2000 IBC) • 2000 International Residential Code® (2000 IRC) • 1997 Uniform Building Code TM (UBC) 8.2 Uses: Hilti power -driven fasteners are used to connect materials as described in Section 2.0. The fasteners are alternatives to the cast -in -place anchors described in 2003 and 2000 BC Sections 1912 and 1913 and UBC Section 1923.1 for placement in concrete; the embedded anchors described in Section 2.1 of AG! 530 (which is referenced in 2003 and ESR-1663 I Most Widely Accepted and Trusted 2000 IBC Section 2107) and UBC Section 2107.1.5 for placement in grouted masonry, and the bolts used to attach materials to steel, described in 2003 IBC Section 2204.2, 2000 IBC Section 2209, and UBC Section 2205.11. The fasteners may be used where an engineered design is submitted in accordance with 2003 IRC Section R301.1.3 or 2000 IRC Section R301.1.2, as applicable. 8.3 Description: 8.3.1 Fasteners: See Section 3.1. 8.3.2 Concrete: See Sections 3.2 and 3.3. Under the UBC, concrete must conform to Section 1903. 8.3.3 Concrete Masonry Units: See Section 3.4. Under the 2003 and 2000 IBC, mortar and grout must comply with Section`s 2103:7 and 2103.10, respectively. Under the UBC, mortar and grout must comply with Sections 2103.3 and 2104.3, respectively. 8.3.4 Steel Substrates: See Section 3.5. 8.4 Design and Installation: 8.4.1 Design: See Section 4.1. The stress increases described in Section 1612.3.2 of the UBC are not allowed for wind loads acting alone or when combined with gravity loads. Except for fasteners used with architectural, electrical and mechanical components as described in Page 3 of 8 Section 9.6.1 of ASCE/SEI 7-02 (2003 IBC and IRC) or Section 9.6.1 of ASCE/SEI 7-98 (2000 IBC and IRC), use of fasteners to resist earthquake loads is outside the scope of this report. 8.4.2 Wood to Steel, Concrete, or Masonry: See Section 4.2. Reference lateral design values for fasteners determined in accordance with Part 11 of ANSUAF&PA NDS (2003 IBC and IRC), Part 12 of ANSI/AF&PA NDS (2000 IBC and IRC), or Section 2318.3 of the UBC, as applicable, are applicable to Hilti fasteners of equal or greater diameters. 8.4.3 Installation: See Section 4.3. 8.5 Conditions Of Use: See Section 5.0 and the following: Use of fasteners to resist earthquake loads is outside the scope of this report, except for fasteners used with architectural, electrical and mechanical components as described in Section 9.6.1 of ASCE/SEI 7-02 (2003 IBC and IRC) or Section 9.6.1 of ASCE/SEI 7-98 (2000 IBC and IRC). 8.5 Evidence Submitted: See Section 6.0. 8.6 Identification: See Section 7.0. ESR-1663 I Most Widely Accepted and Trusted Page 4 of 8 TABLE 1—ALLOWABLE SERVICE LOADS FOR LOW -VELOCITY FASTENERS DRIVEN INTO STEEL"•s (pounds) FASTENER DESCRIPTION FASTENER SHANK DIAMETER (Inch) STEEL THICKNESS (inch) '/e 'l+s +t+ 'fe +h 34 Tension Shears Tension Shear Tension Shear Tension Shear Tension Shear Tension Shear Universal Knurled Shank X-EDNI3 0.145 95 235 210 525 675 575 720 605 5803 635' 260' 350' Heavy Smooth Shank X-AL-H4 0.145 140 270 - - - - - - - - - - 0.158 - - 230 665 430 690 - - - - - - 0.177 - - - - - - 595 725 595 860 1505 6005 Heavy Duty Knurled Shank EDS 0.177 - - 305 615 625 870 715 870 890 960 - - Heavy Duty Smooth Shank DS 0.177 - - 365 725 580 725 695 725 735 860 - - Stainless Steel Smooth Shank X-CR 0.145 - - 460 460 615 500 - - - Stainless Steel Smooth Shank X-CR4 0.145 300 190 615 495 760 500 220 325 225 335 - - Stepped— Shank Knurling— Lengthwise X-DAK 0.145 160 370 180 370 230 370 420 470 365' 500' 365' 500' For SI: 1 inch = 25.4 mm, 1 Ibf = 4.48 N, 1 ksi = 6.89 MPa. + The tabulated allowable load values utilize a factor of safety that is greater han or equal to 5, calculated in accordance with AC70. Wood or steel members connected to the substrate must be investigated for compliance with the applicable code in accordance with referenced design criteria. 2 Fasteners must be driven to where the point of the fastenerpenetrates through the steel base material, except as noted in this report. ' X-EDNI fasteners installed into 1/2-inch-thick steel require a /+s-inch minimum penetration. X-EDNI fasteners installed into 3/4-inch or thicker steel require'/s-inch minimum penetration. 4 For X-AL-H and noted X-CR fasteners, the steel base material must have a minimum yield strength (Fy) of 50 ksi and minimum tensile strength of 65 ksi. X-AL-H fasteners with a shank length of inch have a shank diameter of 0.145 inch. X-AL-H fasteners with shank lengths of inch and'/e inch have shank diameters of 0.158 inch. X-AL-H fasteners with shank lengths greater than or equal to 1 inch have a shank diameter of 0.177 inch. 5 X-AL-H fasteners installed into 3/4-inch or thicker steel require +/rinch minimum penetration. s Except for the X-EDNI fasteners, +/a -inch -thick steel must have a minimum yield strength of 50 ksi and a minimum tensile strength of 65 ksi. ' X-DAK fasteners installed into+/rinch or thicker steel require 3/4-inch, minimum penetration. The allowable tension and shear values for'/4- inch or thicker steel apply where the base material has a minimum yield strength of 50 ksi. • Except as noted, all allowable load capacities above are based on base steel with minimum yield strength (Fy) of 36 ksi and minimum tensile strength of 58 ksi. s X-EDNI fasteners installed into'/2-inch-thick ASTM A 569 steel with a minimum yield strength of 50.8 ksi. ESR-1663 I Most Widely Accepted and Trusted TABLE 2—ALLOWABLE SERVICE LOADS FOR LOW -VELOCITY FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE''' Page 5 of 8 FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) EMBEDMENT (inches) CONCRETE COMPRESSIVE STRENGTH 2,000 psi 4,000 psi 6,000 psi Tension (lbs.) Shear (lbs.) Tension (lbs.) Shear (lbs.) Tension (lbs.) Shear (lbs.) Standard Nail X-C 0.138 3/4 45 75 60 105 — — 1 85 150 90 200 — — 11/4 130 210 130 290 — — 11/2 175 260 245 360 — — - Universal Nail X-DNI 0.145 - 3/4 60 105 110 120 — — 1 145 185 160 240 100 125- 1'/4 160 290 180 250 200 270 11/2 220 330 320 425 — — Drywall Track Nail X-C22 P8 TH 0.138 34 55 130 90 170 — — High Performance Nail X-AL-H 0.177 34 65 70 90 95 120 125 1 130 190 165 195 — — 1'/4 135 265 240 270 240 440 11/2 240 340 240 460 — — High Performance Nail X-AL-H3 0.177 02 355 470 475 565 — — Heavy Duty Nail DS 0.177 3/4 50 120 125 135 — — 1 130 195 155 240 — — 11/4 220 385 270 425 — — 1'/2 300 405 355 450 — — 1/4-20 Threaded Stud W6 0.145 1/4 40 55 40 55 — — 1 85 195 110 225 — — 3/8-16 Threaded Stud W10 0.205 1 85 95 100 105 — — 11/4 175 345 200 380 — — 193 285 380 385 395 — — Stainless Steel Nail X-CR 0.145 3/4 30 40 65 40 — — 1 55 185 120 190 100 170 11/4 110 290 125 300 120 440 11/2 265 405 350 450 — — For SI: 1 inch = 25.4 mm, 1 psi = 6.8948 kPa, 1 pound = 4.45 N. ' The tabulated allowable load values utilize a factor of safety that is greater than or equal to 5, calculated in accordance with AC70. Wood or steel members connected to the substrate must be investigated for compliance with the applicable code in accordance with referenced design criteria. 2 The concrete base material must exhibit the tabulated compressive strength when the fastener is installed. 3 The X-AL-H fastener must be installed using the DX-Kwik drilled pilot hole installation procedure described in Section 4.3. ESR-1663 I Most Widely Accepted and Trusted Page 6 of 8 TABLE 3—ALLOWABLE SERVICE LOADS FOR LOW -VELOCITY FASTENERS DRIVEN INTO MINIMUM Pc STRUCTURAL SAND -LIGHTWEIGHT CONCRETE' FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) MINIMUM EMBEDMENT (inches) FASTENER LOCATION Installed into Concrete Installed Through Metal Deck Into Concrete" Tension (lb.) Shear (lb.) Tension (lb.) Shear (lb.) Upper Flute Lower Flute Standard Nail X-C 0.138 3/4 110 175 120 - 265 1 135 180 215 145 485 11/4 220 260 250 205 500 11!2 285 315 285 210 555 Universal Nail X-DNI 0.145 3/4 120 180 - - - 1 - 175 185 225 115 320 11/4 240 315 365 205 420 1'/2 300 365 480 280 570 Drywall Track Nail X-C20 THP 0.138 5/8 55 110 - 45 285 X-C22 PSTH 0.138 3/4 110 220 120 60 260 High Performance Nail X-AL-H 0.177 3/4 115 155 - - 155 1 225 350 - 120 340 11/4 330 475 310 195 770 11/2 - - - 285 585 Heavy Duty Nail DS° 0.177 3/4 100 200 - - 200 1 180 360 - 180 405 11/4 300 520 - - 515 11/2 450 680 - 325 625 Stainless Steel Nail X-CR 0.145 1 230 240 - - 240 11/4 320 400 - - 400 1'/z 405 500 - - 500 '/4-20 Threaded Stud W6 0.145 1 175 185 - - 185 1'/4 240 315 - - 315 1112 300 365 - - 365 34-16 Threaded Stud W10 0.205 1 265 185 - - 185 11/4 280 380 160 210 685 15/e 445 540 435 325 945 For SI: 1 inch = 25.4 mm, 1 psi = 6.8948 kPa, 1 lbf = 4.48 N. 1 The tabulated allowable load values utilize a factor of safety that is greater than or equal to 5, calculated in accordance with AC70. Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 The concrete base material must exhibit the tabulated compressive strength when the fastener is installed. ' The steel deck profile must be 3-inch-deep composite floor deck, 33 mils thick with a 0.0329-inch base -metal thickness and a minimum yield strength of 33 ksi. Lower and upper flute width must be a minimum of 4'/2 inches. Figure 1 shows the nominal flute dimensions, fastener locations and load orientations for the deck profile. 4 Structural lightweight concrete fill depth above top of metal deck must be a minimum of 3'/4 inches. 5 DS fasteners installed at 11/2-inch embedment through steel deck into the lower flute must be installed at a minimum distance of 6 inches from the edge of the floor deck. ESR-1663 I Most Widely Accepted and Trusted Page 7 of 8 TABLE 4—ALLOWABLE SERVICE LOADS FOR LOW -VELOCITY FASTENERS DRIVEN INTO MINIMUM Pe = 3,000 psi STRUCTURAL LIGHTWEIGHT CONCRETE OVER 1'/2-INCH-DEEP, B-TYPE STEEL DECK (pounds)''9 FASTENER DESCRIPTION FASTENER SHANK DIAMETER (inch) EMBEDMENT (inch) FASTENER LOCATION Installed Through Metal Deck Into Concrete". Tension (lbs.) Shear (lbs.) Upper Flute Lower Flute Drywall track nail X-C22 P8 TN 0.138 3/4 90 110 295 Standard nail X-C 0.138 3/4 80 80 315 1 205 .205 445 For SI: 1 inch = 25.4 mm, 1 psi = 6.8948 kPa, 1 lbf = 4.48 N. ' The tabulated allowable load values utilize a factor of safety that is greater than or equal to 5, calculated in accordance with AC70. Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 The concrete base material must exhibit the tabulated compressive strength when the fastener is installed. 3 Steel deck profiles are 1'/rinch-deep, 8-type deck with a thickness of 33 mils (0.0329 inch thick steel) and minimum yield strength of 38 ksi. Fasteners may be installed through the steel deck into structural lightweight concrete having both normal or inverted deck profile orientations with minimum lower flute widths of 13/4 and 31/2 inches, respectively. Fasteners must be placed at centerline of deck flutes. Figures 2 and 3 describe additional flute dimensions, fastener locations, and load orientations for both deck profiles. 4 Structural lightweight concrete fill above top of metal deck must be a minimum of 2'/2 inches. TABLE 5—ALLOWABLE SERVICE LOADS FOR LOW -VELOCITY FASTENERS DRIVEN INTO CONCRETE MASONRY UNITS1'''3'4'5•9 (pounds) FASTENER DESCRIPTION FASTENER SHANK DIAMETER (Inch) EMBED -MENT (inch) HOLLOW CMU GROUT -FILLED CMU Face Shell' Morta Joint Face Shell° Mortar Joint Top of Grouted Cell Tension (Ibs) Shear (Ibs) Tension (lbs) Shear' (Ibs) Tension (Ibs) Shear (Ibs) Tension (Ibs) Shear (Ibs) Tension (Ibs) Shear° (Ibs) Standard Nail X-C 0.138 1 40 85 15 50 85 85 45 85 115 175 Universal Nail X-DNI 0.145 1 40 90 35 60 90 130 40 65 — '/4-20 Threaded Stud W6 0.145 1 105 175 80 110 125 175 135 150 — For SI: 1 inch = 25.4 mm, 1 lbf = 4.48 N. ' The tabulated allowable load values utilize a factor of safety of 8 or higher. Wood or steel members connected to the substrate must be investigated in accordance with accepted design criteria. 2 The tabulated allowable load values are for low -velocity fasteners installed in hollow, ungrouted concrete masonry units conforming to the requirements of Section 3.4. 3 The tabulated allowable load values are for low -velocity fasteners installed in concrete masonry units with mortar conforming to ASTM C 270 or UBC Standard 21-15. Mortar must be proportioned in accordance with Table 2103.7 (1) of the IBC, Table R607.1 of the IRC, or Table 21- 15-B of the UBC, as Type N. 4 The tabulated allowable load values are for low -velocity fasteners installed in concrete masonry units with grout conforming to ASTM C 476 or UBC Standard 21-19. Grout must be proportioned in accordance with Table 2103.10 of the IBC, Table R609.1.1 of the IRC, or Table 21-8 of the UBC, as coarse grout. o No more than one low -velocity fastener may be installed in an individual CMU cell. ° Shear direction must be horizontal (bed joint or t-joint) along the CMU wall plane. 7 Fastener located in center of grouted cell must be installed vertically: o Shear load can be in any direction. 9 Fasteners must be installed a minimum of 8 inches from the end of the wall. Multiple fasteners in a bed joint must be spaced a minimum of 8 inches. ESR-1663 I Most Widely Accepted and Trusted Page 8 of 8 IWD Povaloa t otr 3; tSSLK91(V BhtCOM 4e Form Deck. uwiwieLowlien DIsteniUon tkener Dfrethan Wy For SI: 1 inch = 25.4 mm, 1 psi = 6.8948 kPa 12 7=1A"Mt fit 1—HILTI FASTENER LOCATIONS IN 3-INCH DEEP COMPOSITE FLOOR DECK i Powder -Omen Fastener 3,000 psi Ughhreght Cmarete Farm Deck Upper Flute Location Lower Rao Location For SI: 1 inch = 25.4 mm, 1 psi = 6.8948 kPa -Direction of clear load on fastener w rir - 1-3/4" Edg Direction of f Dotsocn temion load on fastener r 2-1/r 3-1/2" 1 1 1R nen.2-1/2' FIGURE 2—HILTI FASTENER LOCATIONS IN 1'/2-INCH DEEP COMPOSITE FLOOR DECK, NORMAL DECK PROFILE ORIENTATION IUti Powder -Driven Fastener 3,000 psi Lightweight Concrete Farm Deck -/ Upper Rule iocatia' - Lower Flute Location Direction al shear bad on fastener Direction of tension load on fastener For SI: 1 inch = 25.4 mm, 1 psi = 6.8948 kPa 1-3/4" Edge Distance 6" 4 1-1 rmin.2-1/2" FIGURE 3—HILTI FASTENER LOCATION IN lib -INCH DEEP COMPOSITE FLOOR DECK, INVERTED DECK PROFILE ORIENTATION Increase profits with V-Maxim Designed for increased capacity and package flexibility 72'Mini V-Max model holds 2-56 20-oz. PET bottles' 72" V-Max model holds 320 20-oz. PET bottles" 79" V-Max Model holds 380 20-oz. PET bottles" Accommodates PET bottles up to 9.8" long double depth Total Can Capacity Selections Dimensions (HxWxD)* Curved Door ROBO-DOOR Single Columns Shipping Weight* 12 oz. can 16 oz. Glass 20-oz. PET" i-n•fai1--81‘*311419., 576 8 72" x 321/2" x 343/4" N/A 640 72 30 32 720 10 72" x 391/2" x 343/4" 72" x 391/2" x 321/2" 10 685 72 30 32 840 10 79" x 391/2" x 343/4" 79" x 391/2" x 321/2" 10 750 11111111111•1 36 38 *Dimensions and shipping weight will vary slightly due to manufacturing tolerances, shipping boards and whether or not coinage is installed. "20-oz. PET capacity may vary based on the shape and size of the bottle. We've added numerous new features in devel- oping our Model hot beverage merchan- diser... like a redesigned selector. panel and adjustable cup rings which iet"you vend any style cup. Best of,all, the Model 213 is backed by the leader in. hot beverage merchan- disers, Automatic Products, the people who build the most innovative and reli- able machines in -the industry, All NewSelector Panel The Model 213 offers 7 hot beverage selections, many of which give yourcus- turner a choice of, strong, medium or mild strengths. it also allow's'for two cup size pricing, providingithe flexibihty.toprice each individual hot beverage.selection,. We've also added tactile feedback (buttons that click when pushed) tp help reassure the purchaser their selection has been entered„. T vo Cup Size Capability. Profitability is enhanced by the choice of two different cup sizes standard on the Model 213 Your customers;% can choose the size they desire, Whrdr typically increases sales. Adjustable Cup Rings. Our adjustable cup rings vend any style cup from 7 oz. up to 12'oz., including insulated foam cups. Fixed Filter: Base Brewer. The Model-213 has atwelve ounce sbrew- er with.a fixed filter base that features fewer moving parts to maximize reliability and minimize service calls. More Canister Rack Configurations. You have the choice of four basic canister rack configurations for added flexibility. For example, the Model 213 can vend up to 3 different soluble gourmet coffees (SGC).' 0199B Atho,lmalic Pmmducts'intornation31.11 . All nights aeserwd Litho m !be.u.S.A SSUALCIaQ SI t. Autile omatic Products LL y I rz'r tntarnattona it75 west Plalo'elvd St Paul; MN SSW.,:?' ePit 65l 2244391 1nStf5A: 1 SOD 523-8363 Fax 65t 224 5559 y, _ fi _-.�', H'automatioproductscam Additional Standard Features. Our Model 213 has five prime selections induding our exclusive Custom Select Coffee (each with three programmable strengths), plus selections for hot chocolate and SGC orsoup. Other'stan- dard features include easy -to -use color coded selection buttons,.ard- fidal sweetener choices, easy -to -change selection labels, a new high -velocity exhaust feature, individual priang for all selections, and user-iriendty carolling display. Flexible Pricing is also standard. The Model 213 allows for separate discount pricing, separate debit card pricing, and programma- blewinner mode (for promotional opportuni- les). There's also a free vend feature (no money needed) for situations where desired. Popular Options. In addition to all the customer- attracting features above, this machine can accommo- date fresh brewed tea, espresso, whipped so4uble gourmet coffee, and a "use your own mug" option — with or without a dis- count feature, There is also Apollo Styling and standard 24 volt or 110 volt capability for the coin mechanism or validator. Other options include a slow.'return vend door dampener and an MIS information retrieval and upload4download module. Mode1213 Specifications. Model 213rG features a large, durable bean grinder. Model 213 oG features two bean grinders. Model 213:GLG accommodates both ground -to - order and loose ground coffee Model 213.LGDH has a doublehopper.system for loose ground regular anddeaf or gourmet coffees. Model 213 LG accommodates loose ground coffee. Model 2.13-FD offers freeze dried .coffee 'conve- nience. Model 213GFD features a bean grinder and freeze dried coffee. Model 213 FOX offers four freeze dried coffees and three soluble hot beverages. Height: 72" Width: 38" Depth: 31" Shipping Weight: 460 to 560lbs. Electrical: 120 Volts; 60 Hz; 16 Mips Specifications subject to change without notice. 20 SERIES MODEL 123 SNACKSHOP MERCHANDISER OUR PREMIUM SNACSHOP OPENS the 1. OR to GREATER V ITY& PROFITS. The new Model 123 Snacksholrtahes mereboadidu M a whole new level — again. Our Iargest Mnach mettiandiser in the 120 Sates Ible in egegt45l ti-perfomtanse faaturps Meg universal /ogle contrd board, point -of -sate 040wBMA teatuther fhanr¢y'sekkrnon assembly thatniilt truly assist you in maximizing profit potential. The ktsM 123 also uphoMds thestandard-design features that havemode,otw Snachshops the best bulk most reltttble merehandisersin the industry. ?au wouidu4 expect anything lessfmm theleg4er fr gla£{(tonpnterdtandlser technology.. MODEL 123 SNACK -SHOP -FEAT!) - UNIVERSAL` LOGIC CONTROL'BOAR1' the turiversal LCB allows yoii:to utilize the,saiat. board in.dre 120 9erie3, 320 A LA.CARIiB^iand. the tietgeneradon 223 Hot Beverage lvierh1A14tses REVENUE GENERAT1NGPI E2IIBILITY The 320 Series-snacicshops fe0ttlre a`4Flost-Mont On' capability for modular vending Operate -an A LA CHAT?* via a host Snadtsbop and firing. food/frozen items to your customers'with minimal investment "CONSUMER -FRIENDLY" SELECTION ASSEMBLY Our redesigned selection panel is on' -the consumer accepted telephones keypaIt.makes :selecting snacks and candies easier than ever. A Braille button assembly is also available.: in addition, the scrolling message centerfeatures a 20 character display to scroll your personalized greetings. MASTER MENUt KEYPAD Our programmable Master Menu° keypad helps you set each merchandiser to your'specifica- tions. An optional Braille overlay to aid visually -impaired operators isalso available. - EIGHT POINT STAR DRIVE MOTOR Every motor utilizes an eight: point star drive design than allows you to customize the stopping position of any spiral This APi advantagevirtually guarantees the positive delivery of even hard -to -vend items. NEXT GENERATION ELECTRONICS Our comprehensive electronics incorporate: unique programmable function keys that allow you to tailor machine operations to meet specific location requirements. Mt;1LTIDROP BUS CAPABILITIES Multi drop bus (MOB) and Microrrahperpheral RESAND BENEFITS #439610Ce enablrypn to udliz'bdthbew and eidatmg cDin.mechatil5rns- aOIiiFIiuURATIGN CAnABILITIES The upload and download features of the 123 Snackshopallow you to €ttpedite the process -of setting ip several maehinesthat -are identically coiifigiired. TAf,DARD'FoAT R_S ''Ll e-istdda"123 Snackshop upholds'ihe- design and construction features you've Tome to expect font the leader in,snack sltetchandksets„Standard features include; -eifeaiy duty sixteen -gauge steel fotthe -production of the cabinets. .•Metal.(instead.trf=plastie) shelves. i‘54,0$ vmdow for;extrq revenue generation •lisetitfendtydeliverybtn forone hand retiievsl of -product.. .Extensive -diagnostics capabilities. Flexible spiral spacing for large products. •Fein: security levels. •Six languages: *Automatic shutdown. - •Real- time clock. 'PC/printer interface. OPTIONS Each option on the 123 Snackshop is intended to meet the customized needs of yourlocations. •Our gum and mint dispensing system allows for convenient and time -saving stoclong of product: •Dualspiral capability allows you --maxi- mum control over the vend delivery for selected -items. - •Skelf extenders for use with large single - sewing snacks prevent interference to ensure a positive vend. -Our chiller unit lowers- he internal teittpemture by20- OF to protect and extend product"quality, -Convertible Shelving lets you decide the most advantageous combination of snacks and conches. CAPACITIES 40 m a 0 LSE 0 I, 0 0 0 0 0 0 0 0 m 0 0 W 0( II Model 123.635 Ceoadtya6 tIw're591 terns m • 0 0 is s® 0 Ste. 4D 0 Cepdtity isshman 617'Oems ID a 0 a 0 0 0 a a S o 0 0 0 0 e let 0 a • 0 00 0 0 e 0 0 Model 123-530 Capacity as shown 937"items Other.contgarations available: DIMENSIONS .. .. HEIGHT;, WIDTI-k D€PTIt SHELVES: CAPacITY: SHIPPING WEIGHT: Mode.123.535" Capacity zsshowrI 55I. items, 72"- 38' ' 5, 6 or 7 shelves, and up to 70 selections 310 to L261-Items, including;gum Anil niiittdispenser 640 lbs. 1735 ilss.wt h chiller Unit ELECTRICAL REQUIREMENTS - DomEsrre 117 VAC 60Hz. 3AMPS intrmnATrokaaL: 230 VAC 50 or fi0Hz 3AMBS CHILLED INTERNATiONAL- 230VAC50117.. A Higher Stondord. 75West Pbto-Blvd StPau6MN 55107 Pox 651-224.1391; in USA i-1300523-8363 Fax 651-224-5559 autonwlicproductscom LAMPS 0199B hacha&Ma,ci, vvemavyta Mid Listed See Omega Point Laboratories, Inc. (NE'R-QA337) Directory of Listed Building Products, Materials & Assemblies for Specifics ARCHITECTURAL FABRIC STRUCTURE MEMBRANE Saint-Gobain Performance Plastics• Merrimack, NH• Product ID #15.803-8 Sheerfill V Thsted Per The Following: ASTM E108: Class A ASTM E84: Flame -Spread Index: Smoke -Developed Index: ASTM E136: Pass (Uncoated Fabric) 0 • HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 1 PART 1 GENERAL 1.01 DESCRIPTION A. Scope: To install an adhered attached PVC roofing membrane with fleshings and other components to comprise a roofing system. B. Summary: 1. Option 1: Install Azure Blue PVC roof membrane (60mils) with integral polyester fleece adhered Hot air weld PVC Decorative Standing Seam Profiles as supplied by the roofing system manufacturer Mechanically attach 1/4 inch Dens Deck and Tapered Polyisocyanurate Insulation (as required) over new profited metal decking. 2. Option 2: Install White PVC PVC roof membrane (80mits) with integral polyester fleece adhered. Hot air weld Azure Blue PVC Hoag Hospital Logo as supplied by the roofing system manufacturer. Mechanically attach 1/4 inch Dens Deck and Tapered Polyisocyanurate Insulation (as required) over new profiled metal decking. C. Work includes: 1. Insulation and cover board. 2. Roof Membrane. 3. Fasteners. 4. Adhesive for Fleshings. 5. Roof Membrane Fleshings. 6. Decor Profile Ribs or Logo. 7. Sealants. D. Upon successful completion of work the following warranties may be obtained: 1. Manufacturer Warranty. 2. Roofing Contractor Warranty. 1.02 DUALITY ASSURANCE A. This roofing system shall be applied only by a Roofing Contractor authorized by Manufacturer prior to bid ("Applicator'). B. Upon completion of the installation andthe delivery to Manufacturer by the Applicator of a certification that all work has been done in strict accordance with the contract specifications and Manufacturer's requirements, an inspection shall be made by a Technical Representative of Manufacturer to review the installed roof system. C. There shall be no deviation made from the Project Specification or the approved shop drawings without prior written approval by the Owner, the Owner's Representative and HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 2 Manufacturer. D. All work pertaining to the installation of PVC membrane and fleshings shall only be completed by Applicator personnel trained and authorized by Manufacturer in those procedures. 1.03 SUBMITTALS A. At the time of award, the Applicator shall submit to the Owner (or _ Representative) the following: 1. Copies of Specification. 2. Samples of each primary component to be used in the roof system and the manufacturer's current literature for each component. 3. Sample copy of Manufacturer's warranty. 4. Sample copy of Applicator's warranty. B. Certification from the Applicator that the system specified meets all identified code and insurance requirements as required by the Specification. C. Material Safety Data Sheets (MSDS). 1.04 CODE REQUIREMENTS A. The applicator shall submit evidence that the proposed roof system meets the requirements of the local building code and has been tested and approved or listed by the following test organizations. These requirements are minimum standards and no roofing work shall commence without written documentation of the system's compliance, as required in the "Submittals" section of this specification. B. Factory Mutual Research Corporation (FM) - Norwood, MA. 1. Class 1-60 (for normal wind exposure). C. Underwriters Laboratories, Inc. - Northbrook, IL. AasseroLly. 1.05 PRODUCT DELIVERY, STORAGE AND HANDLING A. All products delivered to the job site shall be in the original unopened containers or wrappings bearing all seals and approvals. B. Handle all materials to prevent damage. Place all materials on pallets and fully protect from moisture. C. Membrane rolls shall be stored lying down on panels and fully protected from the weather with clean canvas tarpaulins. Unvented polyethylene tarpaulins are not accepted due to the HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU 8 IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 3 accumulation of moisture beneath the tarpaulin in certain weather conditions that may affect the ease of membrane weldability. D. All adhesives shall be stored at temperatures between 40° F (5° C) and 80° F (27° C). E. All flammable materials shall be stored in a cool, dry area away from sparks and open flames. Follow precautions outlined on containers or supplied by material manufacturer/supplier. F. All materials which are determined to be damaged by the Owners Representative or Manufacturer are to be removed from the job site and replaced at no cost to the Owner. 1.06 JOB CONDITIONS A. PVC materials may be installed under certain adverse weather conditions but only after consultation with Manufacturer, as installation time and system integrity may be affected. B. Only as much of the new roofing as can be made weathertight each day, including all flashing and detail work, shall be installed. All seams shall be cleaned and heat welded before leaving the job site that day. C. All work shall be scheduled and executed without exposing the interior building areas to the effects of inclement weather. The existing building and its contents shall be protected against alt risks. D. All surfaces to receive new insulation, membrane or fleshings shall be dry. Should surface moisture occur, the Applicator shall provide the necessary equipment to dry the surface prior to application. E. All new and temporary construction, including equipment and accessories, shall be secured in such a manner as to preclude wind blow -off and subsequent roof or equipment damage. F. Uninterrupted waterstops shall be installed at the end of each day's work and shall be completely removed before proceeding with the next day's work. Waterslops shall not emit dangerous or unsafe fumes and shall not remain in contact with the finished roof as the installation progresses. Contaminated membrane shall be replaced at no cost to the Owner. G. The Applicator is cautioned that certain PVC membranes are incompatible with asphalt, coal tar, heavy oils, roofing cements, creosote and some preservative materials. Such materials shall not remain in contact with PVC. membranes. The Applicator shall consult Manufacturer regarding compatibility, precautions and recommendations. H. Arrange work sequence to avoid use of newly constructed roofing as a walking surface or for equipment movement and storage. Where such access is absolutely required, the Applicator shall provide all necessary protection and barriers to segregate the work area and to prevent damage to adjacent areas. A substantial protection layer consisting of plywood over NWP HD felt or plywood over insulation board shall be provided for all new and existing roof areas that receive rooftop traffic during construction. I. Prior to and during application, all dirt, debris and dust shall be removed from surfaces either by vacuuming, sweeping, blowing with compressed air and/or similar methods. J. The Applicator shall follow all safety regulations as required by OSHA and any other applicable authority having jurisdiction. HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 4 K. All roofing, insulation, fleshings and metal work removed during construction shalt be immediately taken off site to a legal dumping area authorized to receive such materials. Hazardous materials, such as materials containing asbestos, are to be removed and disposed of in strict accordance with applicable City, State and Federal requirements. L. All new roofing waste material (i.e., scrap roof membrane, empty cans. of adhesive) shall be immediately removed from the site by the Applicator and properly transported to a legal dumping area authorized to receive such material. M. The Applicator shall lake precautions that storage and/or application of materials and/or equipment does not overload the roof deck or building structure. N. Flammable adhesives shall not be stored and not be used in the vicinity of open flames, sparks and excessive heat. O. All rooftop contamination that is anticipated or that is occurring shall be reported to - Manufacturer to determine the corrective steps to be taken. P. The Applicator shall verify that all roof drain lines are functioning correctly (not clogged or blocked) before starting work. Applicator shall report any such blockages in writing (letter copy to Manufacturer) to the Owner's Representative for corrective action prior to installation of the PVC roof system. Q. Applicator shall immediately stop work if any unusual or concealed condition is discovered and shall immediately notify Owner of such condition in writing for correction at the Owner's expense (letter copy to Manufacturer). R. Site cleanup, including both interior and exterior building areas that have been affected by construction, shall be completed to the Owner's satisfaction. S. All landscaped areas damaged by construction activities shall be repaired at no cost to the Owner. T. The Applicator shall conduct fastener pullout tests in accordance with the latest revision of the SPRI/ANSI Fastener Pullout Standard to help verify condition of deck/substrate and to confirm expected pullout values. U. The PVC membrane shall not be installed under the following conditions without consulting Manufacturer Technical for precautionary steps: 1. The roof assembly permits interior air to pressurize the membrane underside. 2. Any exterior wall has 10% or more of the surface area comprised of opening doors or windows. 3. The wall/deck intersection permits air entry into the wall flashing area. V. Precautions shall be taken when using adhesives at or near rooftop vents or air intakes. Adhesive odors could enter the building. Coordinate the operation of vents and air intakes in such a manner as to avoid the intake of adhesive odor while ventilating the building. Keep fats on unused cans at all times. W. Protective wear shall be worn when using solvents or adhesives or as required by job HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 5 conditions. 1.07 BIDDING REQUIREMENTS A. Pre -Bid Meeting: A pre -bid meeting shall be held with the Owner's Representative and involved trades to discuss all aspects of the project. The Applicator's field representative or roofing foreman for the work shall be in attendance. Procedures to avoid rooftop damage by other trades shall be determined. B. Site Visit: Bidders shall visit the site and carefully examine the areas in question as to conditions that may affect proper execution of the work. All dimensions and quantities shall be determined or verified by the contractor. No claims for extra costs will be allowed because of lack of full knowledge of the existing conditions unless agreed to in advance with the Owner or Owner's Representative. 1.08 WARRANTIES A. General — Warranty for the root system must be a 10 year labor and material (system) NDL warranty with no exclusions whatsoever for standing or ponding water. B. 10 Year Manufacturer System Warranty (only products purchased from Manufacturer are covered under System Warranty). C. Upon successful completion of the work to Manufacturer's satisfaction and receipt of final payment, the Manufacturer System Warranty shall be issued. D. Applicator/Roofing Contractor Warranty: The Applicator shall supply the Owner with a separate 2 year workmanship warranty. In the event any work related to roofing, flashing, or metal is found to be within the Applicator warranty term, defective or otherwise not in accordance with the Contract Documents, the Applicator shall repair that defect at no cost to the Owner. The Applicator's warranty obligation shall run directly to the Owner, and a copy shall be sent to Manufacturer. E. Owner Responsibility: Owner shall notify both Manufacturer and the Applicator of any leaks as they occur during the .time period when both warranties are in effect. PART 2 PRODUCTS 2.01 GENERAL A. The components of the roof system are to be products of Manufacturer as indicated on the Detail Drawings and specified in the Contract Documents. B. Components to be used that are other than those supplied or manufactured by Manufacturer may be submitted for review and acceptance by Manufacturer. Manufacturer's acceptance of any other product is only for a determination of compatibility with Manufacturer's products and not for inclusion in the Manufacturer warranty. The specifications, installation instructions, limitations, and/or restrictions of the respective manufacturers must be reviewed by the Owner's Representative for acceptability for the intended use with selected products. HOAG MEMORIAL HOSPITAL PRESBYTERIAN ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC HOAG 125688 RBB 0413700 SECTION 07544 MEMBRANE ROOFING CANOPY ROOF Page 6 2.02 MEMBRANE A. Sarnafil PVC Feltback fiberglass reinforced membrane with a lacquer coating. B. Membrane shall conform to ASTM D4434-96 (or latest revision), "Standard for Polyvinyl Chloride Sheet Roofing"_ Classification: Type II, Grade I. 1. PVC roof membrane thickness: Thermoplastic membrane with fiberglass reinforcement and a factory applied 9 oz. geotextile felt backing. a. Option 1: 59 mil. b. Option 2: 80 mil. C. Membrane shall conform to ASTM D4434-96 (or latest revision), "Standard for Polyvinyl Chloride Sheet Roofing; Classification: Type III. 1. PVC 59 mil thermoplastic membrane with polyester fleece backing ASTM thickness tolerances are not considered sufficient. Membrane must be manufactured within 2 mils of the specified thickness. D. Color of Membrane. 1. Option 1: Azure Blue. 2. Option 2: Azure Blue and Energy Smart White. 2.03 FLASHING MATERIALS A. Wall/Curb Flashing. 1. PVC 60 mils glass reinforced membrane color to match main field sheet. a. A fiberglass reinforced membrane adhered to approved substrate using approved adhesive. Consult Product Data Sheets for adhesive options and additional information. 2. Clad metal. a. A PVC -coated, heat -weldable sheet metal capable of being formed into a variety of shapes and profiles. Clad metal must be 25 gauge, G90 galvanized metal sheet with a 20 mil (1 mm) unsupported PVC membrane laminated on one side and included in the system warranty. B. Perimeter Edge Flashing: 1. Non -Typical Edge: Project -specific perimeter edge detail reviewed and accepted for one- time use by Manufacturer's Technical Department. Consult Regional Technical Manager prior to job start for review and consideration for acceptance. HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 7 C. Miscellaneous Flashing. 1. Reglet: A heavy-duty, extruded aluminum flashing termination regiet used at walls and large curbs. Produced from 6063-T5, 0.10 inch - 0.12 inch thick extruded aluminum. Regiet must have a 2% inch deep profile, and be provided in 10 foot lengths. Use prefabricated mitered inside and outside corners where walls intersect Consult Manufacturer for additonal information. 2. Multi -Purpose Sealant A proprietary sealant used at clashing terminations. Consult Product Data Sheet for additional information. 3. Stabond Adhesive: A low VOC reactivating -type adhesive used to attach membrane to flashing substrate. Consult Product Data Sheets for additional information. 2.04 DECOR (OPTION 1) A. Decor Profile: PVC extrusion profile welded to the finished roof membrane to emulate the appearance of a standing seam metal root Each profile measures 1-318 inch (35mm) x 1 inch (25mm) x 10 feet (3.04 m) and weighs approximately 1.8 Ibs. (817 g). 2.05 LOGO (OPTION 2) A. Pre Cut Membrane logo in 59mils Azure Blue G410-15 membrane welded to field membrane (exact size and form details to be confirmed). 2.06 DECK OVERLAYMENT A. Dens -Deck®: Siliconized gypsum, fire -tested hardboard with glass -mat facers. Dens -Deck is to be provided in a 4 ft x 8 ft (1.2 m x 2.4 m) board size and in thickness of 1/4 inch. Consult Product Data Sheet for size, thickness and additional information. 2.07 MEMBRANE ADHESIVE A. Sarnacot 2121 Adhesive: (or pre approved equal): A water -based adhesive used to attach the membrane to horizontal or near -horizontal substrates. Consult Product Data Sheets for additional information. Application rates are as follows: APPLICATION RATES FOR FELTBACK MEMBRANE Adhesive Rates - Gallons/100 Ft' (Liters/Meter2) Approximate Sq. Ft./Pail Substrate Membrane Total (meter) ) Isocyanurate facer 1.75 (0.71) + 0 = 2.25 (0.92) 285 (26.48) Smooth plywood 1.75 (0.71) + 0 = 2.00 (0.81) 285 (26.48) Concrete deck 2.00 (0.81) + 0 = 2.00 (0.81) 250 (23.23) Cellular concrete 2.00 (0.81) + 0 = 2.00 (0.81) 250 (23.23) GP Dens -Deck' 1.75 (0.71) + 0 = 1.75 (0.71) 285 (26.48) GP Dens -Deck Prime 1.50 (0.61) + 0 = 1.75 (0.71) 333 (30.94) HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 8 Notes: a) There is a significant increase in drying time due to an increase in humidity and/or a decrease in temperature. Do not install when outdoor or substrate temperatures during drying period are expected to fall below 40° F (5° C). b) Do not allow Sarnacol 2121 adhesive to skin -over or surface -dry prior to installation of membrane. c) Use a water -filled, foam -covered lawn roller to consistently and evenly press the membrane into the adhesive layer. 2.08 ATTACHMENT COMPONENTS A. Low Profile Insulation Plate: Used with various fasteners to attach insulation boards to roof deck Plate must be a 3 inch (75 mm) square or round, 26 gauge stamping of SAE 1010 steel with an AZ 55 Galvalume coaling. B. Fastener #12: #12 corrosion -resistant fastener used with plates to attach insulation boards to steel or wood roof decks. A #12 must have a modified buttress thread, a shank diameter of approximately 0.168 inch (4 mm) and a thread diameter of approximately 0.214 inch (5 mm). The driving head has a diameter of approximately 0.435 inch (11 mm) with a #3 Phillips recess for positive engagement. 2.09 MISCELLANEOUS ACCESSORIES A. Aluminum Tape: A 2 inch (50 mm) wide pressure -sensitive aluminum tape used as a separation layer between small areas of asphalt contamination and the membrane and as a bond -breaker under the coverstrip at clad metal joints. B. Sealing Tape Strip: Compressible foam with pressure -sensitive adhesive on one side. .Used with metal fleshings as a preventive measure against air and windblown moisture entry. C. Multi -Purpose Tape: A high performance sealant tape with used with metal fleshings as a preventive measure against air and wind blown moisture entry. D. Approved Solvent Cleaner: A high quality solvent cleaner used for the general cleaning of residual asphalt, scuff marks, etc., from the membrane surface. Also used daily to clean seam areas prior to hot-air welding in tear off or dirty conditions or if the membrane is not welded the same day it is unrolled. Consult Product Data Sheet for additional information. 2.10 SEALANTS A. Multi -Purpose Sealant (for termination details)'. B. Depending on substrates, the following sealants are options for temporary overnight tie-ins: 1. Multiple layers of roofing cement and felt. 2. Spray -applied, water-resistant urethane foam. 3. Mechanical attachment with rigid bars and compressed sealant. HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 . CANOPY ROOF RBB 0413700 Page 9 2.11 MISCELLANEOUS FASTENERS AND ANCHORS A. All fasteners, anchors, nails, straps, bars, etc. shall be post -galvanized steel, aluminum or stainless steel Mixing metal types and methods of contact shall be assembled in such a manner as to avoid galvanic corrosion. Fasteners for attachment of metal to masonry shall be expansion type fasteners with stainless steer pins. All concrete fasteners and anchors shall have a minimum embedment of 1% inch (32 mm) and shall be approved for such use by the fastener manufacturer. All miscellaneous wood fasteners and anchors used for fleshings shall have a. minimum embedment of 1 inch (25 mm) and shall be approved for such use by the fastener manufacturer - 212 RELATED MATERIALS A. Plywood: When bonding directly to plywood, a minimum Y inch (12 mm) COX (C side out), smooth -surfaced exterior grade plywood with exterior grade glue shall be used. Rough - surfaced plywood or high fastener heads will require the use of Polyester felt behind the flashing membrane. Plywood shall have a maximum moisture content of 19% by weight on a dry weight basis. PART 3 EXECUTION 3.01 PRE -CONSTRUCTION CONFERENCE A. The Applicator, Owner's Representative/Designer and Manufacturer(s) shall attend a pre - construction conference. B. The meeting shall discuss all aspects of the project including but not limited to: 1. Safety; 2_ Set up. 3. Construction schedule: 4. Contract conditions. 5. Coordination of the work. 3.02 SUBSTRATE CONDITION A. Applicator shall be responsible for acceptance or provision of proper substrate to receive new roofing materials. B. Applicator shall verify that the work done under related sections meets the following conditions: 1. Roof drains and/or scuppers have been reconditioned and/or replaced and installed properly. 2. Roof curbs, nailers, equipment supports, vents and other roof penetrations are properly • secured and prepared to receive new roofing materials. 3. All surfaces are smooth and free of dirt, debris and incompatible materials. HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 10 4. All roof surfaces shall be free of water, ice and snow. 3.03 SUBSTRATE PREPARATION A. The roof deck and existing roof construction must be structurally sound to provide support for the new roof system. The Applicator shall load materials on the rooftop in such a manner to eliminate risk of deck overload due to concentrated weight The Owner's Representative shall ensure that the roof deck is secured to the structural framing according to local building code and in such a manner as to resist all anticipated wind loads in that location. B. New Construction: 1. Steel Deck: a. FM approved steel deck - The roof deck shall be 22 gauge (minimum) grade E and shall conform and be installed to meet the latest revision of FM's Loss Prevention Data Sheet 1-28 and the local code's current requirements. b. Non -FM approved steel deck - The roof deck shall be 24 gauge (minimum) grade D and shall conform and be installed to the local code's current requirements. 3.04 SUBSTRATE INSPECTION A. A dry, clean and smooth substrate shall be prepared to receive the roof system. B. The Applicator shall inspect the substrate for defects such as. excessive surface roughness, contamination, structural inadequacy, or any other condition that will adversely affect the quality of work. C. The substrate shall be clean smooth, dry, free of flaws, sharp edges, loose and foreign material, oil and grease. Roofing shall not start until all defects have been corrected. D. All roof surfaces shall be free of water, ice and snow. E. Membrane shall be applied over compatible and accepted substrates only. 3.05 INSULATION/OVERLAYMENT INSTALLATION A. General Criteria: 1. Insulation and separation layer shall be installed according to Manufacturer's instructions. 2. Insulation and overlayment layer shall be neatly cut to fit around penetrations and projections. 3. Do not install more insulation and overlayment layer than can be covered with PVC membrane by the end of the day or the onset of inclement weather. 4. Mechanical Attachment: a Insulation and overlayment layer shall be mechanically fastened to the deck with approved fasteners and low profile plates at a rate according to Manufacturer's recommendations for fastening rates and patterns_ HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 11 b. Fasteners are to be installed in accordance with fastener manufacturer's recommendations. Fasteners are to have minimum penetration into structural deck recommended by fastener manufacturer and Membrane Manufacturer. 3.06 INSTALLATION OF MEMBRANE A. The surface of the insulation or substrate shall be inspected prior to installation of the PVC roof membrane. The substrate shall be clean, dry, free from debris and smooth with no surface roughness or contamination. Broken, delarninated, wet or damaged insulation boards, shall be removed and replaced. B. Sarnacol 2121 Adhesive: 1. Over the properly installed and prepared substrate, Samacol 2121 adhesive shall be poured out of the pail and spread using notched'V. inch x %, inch x V. inch (6 mm x 6 mm x 6 mm) rubber squeegees. The 2121 adhesive shall be applied at a rate according to Samafrl requirements. No adhesive is applied to the back of the PVC felt -back membrane. Do not allow adhesive to skin -over or surface -dry prior to installation of PVC felt -back membrane. 2. The PVC felt -back roof membrane is unrolled immediately into the wet 2121 adhesive. Adjacent rolls overlap previous rolls by 3 inches (75 mm). This process is repeated throughout the roof area. Immediately after application into adhesive, each roll shall be pressed firmly into place with a water -filled, foam -covered lawn roller by frequent rolling in two directions. Do not allow adhesive to skin -over or surface -dry prior to installation of PVC felt -back membrane. 3_ Weld PVC cover -strips at all PVC felt -back seams that do not have a factory selvage edge. Notes: a) Samacol 2121 shall not be used if temperatures below 40° F (5° C) are expected during application or subsequent drying time. b) No adhesive shall be applied in seam areas All membrane shall be applied in the same manner. 3.07 HOT-AIR WELDING OF SEAM OVERLAPS A. General: 1. All seams shall be hot-air welded. Seam overlaps should be 3 inches (75 mm) wide when automatic machine -welding and 4 inches (100 mm) wide when hand -welding, except for certain details. 2. Welding equipment shall be provided by or approved by Manufacturer. All mechanics intending to use the equipment shall have successfully completed a training course provided by a Manufacturer Technical Representative prior to welding. 3. All membrane to be welded shall be clean and dry. HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 12 B. Hand -Welding: 1. Hand -welded seams shall be completed in two stages. Hot-air welding equipment shall be allowed to warm up for at least one minute prior to welding. 2. The back edge of the seam shall be welded with a narrow but continuous weld to prevent loss of hot air during the final welding. 3. The nozzle shall be inserted into the seam at a 45 degree angle to the edge of the membrane. Once the proper welding temperature has been reached and the membrane begins to "flow," the hand roller is positioned perpendicular to the nozzle and pressed lightly. For straight seams, the 1''A inch (40 mm) wide nozzle is recommended for use. For corners and compound connections, the % inch (20 min) wide nozzle shall be used. C. Machine Welding: 1. Machine welded seams are achieved by the use of Manufacturer's automatic welding equipment. When using this equipment, Manufacturer's instructions shall be followed and local codes for electric supply, grounding and over current protection observed. Dedicated circuit house power or a dedicated portable generator is recommended. No other equipment shall be operated off the generator. 2. Metal tracks may be used over the deck membrane and under the machine welder to minimize or eliminate wrinkles. D. Quality Control of Welded Seams. 1. The Applicator shall check all welded seams for continuity using a rounded screwdriver. Visible evidence that welding is proceeding correctly is smoke during the welding operation, shiny membrane surfaces, and an uninterrupted flow of dark gray material from the underside of the top membrane. On -site evaluation of welded seams shall be made daily by the Applicator to locations as directed by the Owner's Representative or Manufacturer's representative. One inch (25 mm) wide cross-section samples of welded seams shall be taken at least three times a day. Correct welds display failure from shearing of the membrane prior to separation of the weld. Each test cut shall be patched by the Applicator at no extra cost to the Owner. 3.08 MEMBRANE FLASHINGS A. All fleshings shall be installed concurrently with the roof membrane as the job progresses. No temporary fleshings shall be allowed without the prior written approval of the Owner's Representative and Manufacturer. Approval shalt only be for specific locations on specific dates. It any water is allowed to enter under the newly completed roofing, the affected area shall be removed and replaced at the Applicator's expense. Flashing shall be adhered to compatible, dry, smooth, and solvent -resistant surfaces. Use caution to ensure adhesive fumes are not drawn into the building. B. Adhesive for Membrane Fleshings. 1. Over the properly installed and prepared flashing substrate, approved adhesive shall be applied according to instructions found on the Product Data Sheet. The adhesive shall be applied in smooth, even coats with no gaps, globs or similar inconsistencies. Only an area which can be completely covered in the same day's operations shall be flashed. The bonded sheet shall be pressed firmly in place with a hand roller. • HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 13 2. No adhesive shalt be applied in seam areas that are to be welded. All panels of membrane shall be applied in the same manner, overlapping the edges of the panels as required by welding techniques. C. Install peel stops according to the Detail Drawings with approved fasteners into the structural deck at the base of parapets, walls and curbs: Peel -stops may be required by Manufacturer at the base of all tapered edge strips and at transitions, peaks, and valleys according to Manufacturer's details. D. Manufacturer's requirements and recommendations and the specifications shall be follodved. All material submittals shall have been accepted by Manufacturer prior to installation. E. All fleshings shall extend a minimum of 8 inches (0.2 m) above roofing level unless otherwise arrPpted in writing by the Owner's Representative and Manufacturer Technical Department. F. All flashing membranes shall be consistently adhered to substrates. All interior and exterior corners and miters shall be cut and hot-air welded into place. No bitumen shall be in contact with the PVC membrane. G. All flashing membranes shall be mechanically fastened along the counter -flashed top edge with peel -stop at 6-8 inches (0.15-0.20 m) on center. H. Fleshings shall be terminated according to Manufacturer recommended details. I_ All adhered fleshings that exceed 30 inches (0.75 m) in height shall receive additional securement. Consult Manufacturer Technical Department for securement methods. . 3.09 METAL FLASHINGS A. Metal details, fabrication practices and installation methods shall conform to the applicable requirements of the following: 1. Factory Mutual Loss Prevention Data Sheet 1-49 (latest issue). 2. Sheet Metal and Air Conditioning Contractors National Association, Inc. (SMACNA) - latest issue B. Metal, other than that provided b, is not covered under the Manufacturer warranty. C. Complete all metal work in conjunction with roofing and fleshings so that a watertight condition exists daily. D. Metal shall be installed to provide adequate resistance to bending to allow for normal thermal expansion and contraction. E. Metal joints shall be watertight. F. Metal fleshings shall be securely fastened into solid wood blocking. Fasteners shall penetrate the wood nailer a minimum of 1 inch (25 mm). G. Airtight and continuous metal hook strips are required behind metal fascias. Hook strips are to be fastened 12 inches (0.3 m) on center into the wood nailer or masonry wall. HOAG MEMORIAL HOSPITAL PRESBYTERIAN SECTION 07544 ECU & IMAGING RENOVATION ADHERED THERMOPLASTIC MEMBRANE ROOFING HOAG 125688 CANOPY ROOF RBB 0413700 Page 14 H. Counter fleshings shall overlap base fleshings at least 4 inches (100 mm). I. Hook strips shall extend past wood naiters over wall surfaces by 1% inch (38 mm) minimum and shall be securely sealed from air entry. 3.10 TEMPORARY CUT -OFF - A. All fleshings shall be installed concurrently with the roof membrane in order to maintain a watertight condition as the work progresses. All temporary waterstdps shall be constructed to provide a 100% watertight seal. The stagger of the insulation joints shalt be made even by installing partial panels of insulation. The new membrane shall be carried into the waterstop. The waterstop shalt be sealed to the deck and/or substrate so that water will not be allowed to travel under the new or existing roofing. The edge of the membrane shall be sealed in a continuous heavy application of sealant as described in Section 2.10. When work resumes, the contaminated membrane shall be cut out. Al sealant, contaminated membrane, insulation fillers, etc. shall be removed from the work area and properly disposed of off site. None of these materials shall be used in the new work. B. If inclement weather occurs while a temporary waterstop is in place, the Applicator shall provide the labor necessary to monitor the situation to maintain a watertight condition. C. If any water is allowed to enter under the newly -completed roofing, the affected area shall be removed and replaced at the Applicator's expense. 3.12 COMPLETION A. Prior to demobilization from the site, the work shall be reviewed by the Owner's Representative and the Applicator. All defects noted and non -compliances with the Specifications or the recommendations of Manufacturer shall be itemized in a punch list. These items must be corrected immediately by the Applicator to the satisfaction of the Owner's Representative and Manufacturer prior to demobilization. B. All Warranties referenced in this Specification shall have been submitted and have been accepted at time of contract award. END OF SECTION • STRUCTURAL CALCULATIONS FO CITY OF NEWPORT BEACH BUILDING DEPARTMENT PROVAL OF THESE PLANS DOES NOT CONSTITUTE EXPRESS OR IMPLIED ^ZMION TO CONSTRUCT ANY BUILDING iN VIOLATION OF OR INCONSISTENT OR'1NA CES, PLANS, AND POLICIES OF THE CITY OF NEWPORT BEACH. THIS LAL)OES NOT 9UARANTEE THAT THESE PLANS ARE, IN ALL RESPECTS, IN JPNC'E WITH CITY, BUILDING, AND ZONING ORDINANCES, PLANS AND POLICIES c. of- N W2C=i' PEACH RESERVES THE RIGHT TO REQUIRE ANY PERMfITEE TO 'ii+E EUILDiNG STRUCTURE OR IMPROVEMENT AUTHORIZED BY THESE PLANS Dv;%Avr 0,1 AFTER CON•TIAUCTION, IF NECESSARY TO COMPLY WITH THE CTi3, Pt NS AND POLICIES OF THE CITY OF NEWPORT BEACH HOAG MEMORY;'; HOVVAL SIGNATURE, DATE ECU AND IMAGING � N WV APPROVAL TO ISSUE BY DATE KPFF JOB #: 1041317 INSTRUCTION BULLETIN #58 — MISC. SITE REVISION CITY OF NEWPORT BEACH SUBMITTAL December, 2010 • • Hoag, Newport Beach Tree of Life KPFF Job #1041317 DESIGN CRITERIA Seismic Analysis per Chapter 16. Design loads are based on the following factors: Z = 0.4 Seismic zone factor, per Code Table 16-I 1 = 1.0 Seismic Important Factor per Code 16-K Na = 1.3 Near source factor for determining Ca as provided by the Soil Engineer N, = 1.6 Near source factor for determining C„ based on Code Table 16-T for seismic source A52km Ca = 0.572 Seismic coefficient based on Code Table 16-Q for Soil profile type SD (Soil profile type provided by Soil Engineer) C„ = 1.024 Seismic coefficient based on Code Table 16-R for Soil profile type Sr. (Soil profile type provided by Soil Engineer) October 2010 sheet no. Erm Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project I:.,G1 by l._ location C- date IA client -f5j job no. ti ['it OW i-"Tel. Dub TU ,R2L s-' N1S (AI.IV T S NA u D 'l ( 3 C . ( %t J - . `� Y! -F T vJc', 150Fcf (ilX ,C)(s,s-1) = 9-.s4` Pr IA. _ 19-4 iT .. (D,Il 75b;c.2a .a Pt�F 2004 v�� 9b r , 3U, J f'Iti4.- 1 3 z P ra-< = "�( A 3oil -• 1r 18 (6 Psf- P 1 cm it in i-Y v-1 p% tNY pa[.- "Fe r'\? KF-DiF 17- Q DoiJ vc,c 4A< k 6," to ot,r OIfe,rr 7 c>,c3-€ es -It in le -Ft' 13711 Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project by location dote sheet no. 77, i client job no. CAtE-LU- sots p>eary441 'RE VIE VJ 300 'f 4 ?00_ y_v = C.A t- -170fkF ( It7 1,0 ().S 0 s 0,71 v‘i Fr, N1tr4 Li CQ *Aft-k di EG �iW� = LO,Ji 0, -;}-3 v\J �j,$),'i vlr (As N1.(1,+2-e,K t" Al o;r1S? �U. °: ct Sl rNA ,) Sr/3tii k'1 c,L,A raT1s'V nTri Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project location date sheet no. '/3 client job no. SiP-EsG-t'rt} —oV- CtnaC. t1 = ¢ of r oi.bstic ss) ASS0MC P= 13k PAT-k tt7-S-A 15 I I t'L 5Mtcl st'S-t SigM 3 IA ° ZC�za-61_c�k, • 4-hh 4- kt.= is ,\ 6'�u er vz4 o ps i l us') U% 11-b ev\gE D 1,75 7 t,3 f,w ZZIOrsi I064° o�K� Inli STRUCTURAL CALCULATIONS FOR HOAG MEMORIAL HOSPITAL ECU AND IMAGING RENOVATION KPFF JOB #: 1041317 CHANGE ORDER#147 — SITE VE REVISION CITY OF NEWPORT BEACH SUBMITTAL October, 2010 itfr STRUCTURAL CALCULATIONS FOR HOAG MEMORIAL HOSPITAL ECU AND IMAGING RENOVATION CHANGE ORDER #147 SITE VE REVISIONS KPFF JOB #: 1041317 SUBMITTAL DATE: October, 2010 TABLE OF CONTENTS A. Vending Machine Kiosk Design a.l-R1 B. Foundation Design b.l-R1 C. Base Plate Design N/A D. Stud Wall Design See Section A E. Information Kiosk Anchorage Design e.l-Rl F. Quasar Umbrella Awning Anchorage Design f.1-R1 G. Vending Machine Anchorage Design N/A 40 project WiiPc1/41. by sheet no. • • Consulting Engineers 6080 CenterDrive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 location V.scji,viaSierti lijrriFiscyr rrA client date job no. Mg; -H 13- co V MA...s WS1 (1Pri s-c\x-co Lk-r-ttipifrt ( mrneq.- 'it 3 es KCIA-c 5 rU P5 (E') 2.36Ft-f 5Lo" OL' rsr vkg.-rAct. pave 3 rs \t.1.11.- F-00? 3 V11,c 5 ?sr- 5 r.cr S-nicco M(€)" C, FAC-0 20 ?sr LThr4 "\--L. 4, 9:1' 6-1 f ) A 5ACS. 5 PS? Me7fAit SIJ-JR5 (6" ) i PC -I (JIL Otd 5' rsr 5-r-11-A-T-Timcn Vkl 1-Bri-cr -54L, DCET \Cf:?. c0C- D-41- (.7-6 tiA Dof- Lo ooc--(75,- 2-vs•V ;-ors-c- 1-5 E Au Le "\-.1> tye Ver-C4.7 CA-7 0 (1 V I ) (11-e H 124 ?smrJ) 4S-tr ST- C.,D0 Sheet no. f C onsulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project location date client job no. & 1LiYv\ Nte vitaa.- 21S lr') i (6„ STUDS e "1-1Y" DC) sv? PP}z"n r•-1 rtt -rp t. v ,t U- w (t>L +'v0-7413 C2r?sF t��gv /� J c'D 1;k1F p f L?c-r1 DN �tW 64 (ooC.Sl &L-rl- v 0,6 F2 S' s Oib (SG- V0( o, fj55 5(9op,FX12,7 3434 (z9,0oc, coo N F.C.Tli10 t, 11) ?CT -At -WV sit ✓ . 12- ; y`1 L ; it?t-F l lam 9L,73* F" ) 1,b it. re ?, a pbb L I— se 0,(>7 tov-) lit C.a{e(- 13 setottJ rt o 4tm - AnctS SEA'P NNI Ky: *e 5103"Co. s ' Mom, = a,t°s i S. a,mS- Fj tl- b 3f .i O. (34 L i,P 2.0-— iN. T$-/'cZ�K- F e 4 ir7 E }( ons)r, Z t0 «f,N (,on Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project location date sheet no. client job no. PE--Au si-fl- 3VP r4s - (z) Goa c162—s4 f3uXE \xi `1-7113 45-7oP C t311a-) 2 263? ✓LLL S- u W AU c. '[2,33, b.b�1 4 tab ' 9St)r &83 4S6 t}a0 gsa: /21,5 t pv.,/ s €-`Zr`jv)-713(2-,jL M r;-jt 42&1) W ` T h1 CA-ta-n I:ZV De`r.l G..rrm R. jgAx; sC vJ „14- u 33r t( z:i;t 4 (2.-q00))))0)C5; 2-) Arrr A—CV—'ttstT al ? Lt sµ cr 5rtCkv- M4 kt SL, T ?e'Y C2>) C o sxy (N i,/ 4M3 7-13 ?LF 1 yqF 5,39 a (,6 9) tn, C- 1 = t, 3 31 G o{o Y. .: T l Va.', AN RLJJti> A5 S (Pi Pc-Y £vffkltzrzk) wk` ifk y -' =QQc h i - T > O. b s % orb (To,boom)(112,ii`ei, 95'?S "¢ (oti-) SEE NEX4 ?Aka Low see lJEXT ?eche, 2001 North American Specification t,4-Y Project: Hoag Model: Perimeter Boxed Beam •ECTION DESIGNATION: (2) 6005162-54 (50) Boxed C Stud INPUT PROPERTIES: Web Height = 6.0000 in Top Flange = 1.6250 in Bottom Flange = 1.6250 in Stiffening Lip = 0,5000 in Punchout Width = 1.5000 in OUTPUT PROPERTIES: Effective Section Properties, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia for Deflection (Ixx) Section Modulus (Sxz) Allowable Bending Moment (Ma) Gross Section Properties of Full Section, Strong Axis Neutral Axis from Top Fiber (Ycg) Moment of Inertia (Ixx) Cross Sectional Area (A) Radius of Gyration (Rx) Section Properties, Weak Axis Gross Moment of Inertia (iyy) Radius of Gyration (Ry) Other Section Property Data Member Weight per Foot of Length Allowable` Shear Force In Web (Unpunched) Allowable Shear Force In Web (Punched) Pao for use in Interaction Equation C5-2 Steel Thickness = Inside Corner Radius = Yield Stress, Fy = Fy With Cold -Work, Fya = Punchout Length = Date: 10/12/2010 D.0566 in 0.0849 in 50.0 ksi 55.3 ksi 4.0000 in 3.0483 in 5.7208 in44 1.8310n^3 5054.24 Ft -Lb 3.0000 in 5.7208 in^4 1.1127 inA2 2.2675 in 1.9938 inA4 1.3386 in 3.7862lb/ft 5645.77 lb 3894.81 lb 17041 lb sheet no. DIM C ens ulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 ce- Ci s iw project location dote client vJ1ND PEe 55-LiP4" C1'c9A Spa 20 t) LTlr$tk \to- H) E-$9Qsm-E 4 I,5 (TnL-e Ik-r) 1AP+1 (T•1TSLE Vol-) lob no. Ct= (0.,62GBxP 6 CT tot \6-N') s s s I i+. (o \J ri5 tArt4 EXP. c- d Th.) •-• N? E:xP, B 4 as NPH Ce 13 4 Cc_.Cs 1\,5 61ud �4-1 S W\ s40 PR-ESSV VJ&VL -0R-w62.r I.0toC1.6)C(at6)CIi 20 ySF V PWA'k-7 ) 39•g Fr Hoag, Newport Beach Vending Machine Kiosk KPFF Job #1041317 DESIGN CRITERIA Seismic Analysis per Chapter 16. Design loads are based on the following factors: Z = 0.4 Seismic zone factor, per Code Table 16-I I = 1.0 Seismic Important Factor per Code 16-K Na = 1.3 Near source factor for determining Ca as provided by the Soil Engineer N„ = 1.6 Near source factor for determining C,, based on Code Table 16-T for seismic source A<2km Ca = 0.572 Seismic coefficient based on Code Table 16-Q for Soil profile type SD (Soil profile type provided by Soil Engineer) C = 1.024 Seismic coefficient based. on Code Table 16-R for Soil profile type SD (Soil profile type provided by Soil Engineer) R = 2.8 Coefficient for light steel -framed bearing walls with tension -only bracing walls per Code Table 16-N October 2010 C onsulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project Ut'1 location ttFMlgdg`t t�- (Pr client R<eg 3RSe- Si? f#Z- date lob no. (Z� sheet no. 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PR Vi M YAz,<) wthl A VNn't w U �rti'Er�p— = ,r`S FISNiC, & a-Fkttgbt i ( Ezode- -WS) - n}5K# 63 ?V- > 1/N-s 244 ? F 6,63, 6.tovk S mpotiMUm i?rcs(E=tn( Loa-1 h-f 2- ?tk } )e Ptk it DI AT 14 12-A-ev,1 Ckr t.\'f s/Ira A w CIA e1W, Mil- .4�9( 36/r) ie.K-s G+ !$" 1-lf1/4-A sr f -0" 35b PL_,f 7 18t.. per cow) S PCB J&E-cu cAr v&o&i VF} sheet no. EngConsulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665 1536 Fax (310) 665-9070 project by location crate at, to-R 1 client job no. *afr W Pc,L, STPk1' Pes &r J ( T%c 05 to i1 4sF,r -o. a0 ‘N S•T(t,P T5 Z-3 4 1%5(o4 (KSD) u G Z' \cot* (.4 1;r `Jy W3i to 066/0` art x Ik &IA STr Pr'? ;S , -e HbLt )o' rl DC'S r4 t9-55_#"C$1)-u19(tt?CP b‘) 6,6 ) kil 6 vr'056C, n (c,97 t ) vYfM en, uSe 5[ ttli OitHu�D Ph") TO Bat Or 2i t �,o Ca1) 7,pw 3 1 04 vJ - g-4 4 I -rf 4,ZS0 project by sneer no. Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 location dote , oktll-F1 client job no. mIIE AT- ¶Vt'-PCP UeS'f,r3 LIB` 6' L4 kt) Ts C 13 3trr* 21-6i) (Aso) l THY 4„ $ ±b c,P- s-rp-PcP r F1 `it 0,0566 SZ 4: t �/YL✓ 6r(614- so ems) 6, go7 S. 0,33 2- I o (ow) Vsw 9" s tb cip, S ir?S itaW170v4rj Tmpte v scf, 2e 43: (8')a9$ '3SE Sf WPd4 ttuvnpotJ4 tz zer93'w I31 Ts r 2.54- ( No -(rNS14^4J sheet no, EngConsulting Engineers 6080. Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 protect by location date 01, Ib- F-I client Job no. hI I.D of S-TV-PP('S l b hA 6105Sf/4 1'y zip?. 41 (PCP)) X- 61R- MRC Trap 7.90-w (asr?) y -vita, JEt ro i D IN X ro1S� ostmK 1/16‘1 Fw.r'f ^ Z �D`Y3XOr'f03�( f/lb� "tea! ✓ Y a;, f r - e, S( 1))to+31*)(1/Ie) —w Z9 Pg0`D to fit, Z. 3 Ts 2dtb$' LoN ‘"! w67-4D w0R3 l3`f I N3 i. c'tT 4 un0to C9"X o,ossb" z.� (6 r (K-s.;) t 7 T,iAX cai) protect sz no. C onsulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 location date client job no. jo r yz N, 17T= STD ri C CGii.l tJ ,fYoh1 "T'J co IL%L, t-A,ru14url UNIT- stvA?)m Q14N. % tQiki 1''F 34t1 Q; tilt:0 K-tr5 (.4/ Rta et)(1 PiST$'r-. L ?6 Zl 5 F-Ep0cllar$) f �� Os 1331 (d,r-) 6q-O STALE 7-1 6 Miff erg-- t385 Z� 0 L pNt, (flit-) v. c- I'0 COW project by sheet no. C onsutting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-.1536 Fax (310) 665-9070 location date client job no. KGB- cTt E?t)4T ✓&V'- G] G;'.:t A. B. T� r�stu Ni (Tr 1 itti c Fits a�C%° ��t'7� .� l-P fDv- l'yriG 9-- e- t o> cos-) c tt gip_ e- ct e w feu s,-rv'u 1,rAU.l LoN\ 'P- sip/+ 01 — 4 Sfto J Loitt lL, S114yti.,g S-IJU Y7 6cc (6Z"tj !S FNiDf QV Pc -cc CSCE NctT. --ArcI P<c.-rvPct-4,1 t ctobs grew -=-ice rsP<uL s p ZTA F BCD. 2001 North American Specification •rgject: Hoag Date: 10/19/2010 odel:elSite VE Revisions (Stud Check for Compression) t R1 R2 8.00 ft Section : 600S162-54 Single C Stud (X-X Axis) Fy = 50.0 ksi Maxo = 2527.1 Ft -Lb Moment of Inertia, I = 2.880 inA4 Va = 2822.9 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 2527.1 0.000 0.000 UO Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (Ft -Lb) Value Req'd ? RI 0.0 1.00 598.9 0,0 0,00 No R2 0.0 1.00 598.9 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft -Lb) Factor VNa MIMa Unstiffen Stiffen R1 0.0 0.0 .1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load Axial Ld Bracing (in) Max Allow Ld Intr. Span (lb) KyLy KtLt KL/r (lb) P/Pa Value Center Span 2750.0 (c) Sheathed None 42 4581.0 (c) 0.60 0.60 Project by sheet no. Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-7536 Fax (310) 665-9070 cotton Cale client lob no. -F oi3-1iP4 4 .tut (s! ?- &Q I FEY? -to '<k30! 't Or L l Ft fcs t-tkt ( u L -o woaT Nh TI?-1 b•u,{(150PCF)P -Fyn e 1, d51 zio., .0s-otoj Ok G 21-a W t 9x ?poll 61 V`f¢oef'ti ?' 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C onsulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 location date client F f'I K ci5 iJP4r L-La PAWN\ni 'NA L' W Pt1E Su85T1TUT 10th it-eQ1e4T I. ,}x s bI3K' CC.% of Cki.,WLinty ows rv11- c,a-P-r5lc) AntrA-11 oY 5/a; 71 eci7.6got' w` 9-'4}' Senn• lee no. (alsi 3otf 31(o Sb) ¶A1A Ft, ' 3,000 ist (lc- ESP' 14sb) P�ovt S?tct\r = 5,5-- 9 Sr,E.-% (ri"(},S') (113 CAR1tc1rY IS ¢zr-'v)t FP S cq 110 0,9- t 0,061} (I. ThS)\) &AN or Iv%:` SS;f r 5i,,) �rtw 4t9'4 C °,ti>5, w G 6.3 la '"'-`Cam.-3 a5 : ail ` v / 0 /t 4 E t^rh 11-17-1s 3s- SM1rl % o,s(b,�s 3,3g4 S ! t (b't-) r 10 , \ 1\ t0 }-11" 4.044Q, 0, (4,c-,1) (.O“) (TNR-ekp p ¢oD AlS1 9341 SS) 7U * mw • • STRUCTURAL CALCULATIONS FOR HOAG MEMORIAL HOSPITAL ECU AND IMAGING RENOVATION KPFF JOB #: 1041317 CHANGE ORDER #134 — SITE REVISION CITY OF NEWPORT BEACH SUBMITTAL CITY OF !yMtCTA ACM h ATT-1) .TY-Ts Or THEhh:SHOT_SS DR IMPfiED TNT iON TOCSIN -TN o' !YR siTT:NS TSCT,NTieN OF OR INCONSISTENT SePteM,P,,,CFil010 • Enri • STRUCTURAL CALCULATIONS FOR HOAG MEMORIAL HOSPITAL ECU AND IMAGING RENOVATION CHANGE ORDER #134 SITE REVISIONS KPFF JOB #: 1041317 SUBMITTAL DATE: September 2010 TABLE OF CONTENTS A. Vending Machine Kiosk Design a. 1 B. Foundation Design b.1 C. Base Plate Design c.l D. Stud Wall Design d.1 E. Information Kiosk Anchorage Design e.1 F. Quasar Umbrella Awning Anchorage Design f.1 G. Vending Machine Anchorage Design g.1 H. Light Pole Design h. 1 I. Bollard Design i 1 5 EMI Consulting Engineers 6060 Center Dnve, Suite 300 Los Angeles, CA 90045 (310)665-1536 Fax (310) 665-9070 Project +'\OAq. SST* tzeis location by dote Q a client lob no. Wirt r'\PrC, tk'1tiE -KIt1S1C. PL : oo Ll 2A ?SC - VA PO N COX.A Y N vt gr0 n3 ( [1 C�rz, NWT 'i aO A'c' S L R't`ti.�-Pei- to PrrS T'.Cng 44 Q-T Fry., Y y 'ry1 „sr- A`‘11 UY:..il{:tF't. {'Gti.0 4"N 0.03-o ( 34( , 1,c (bt� Z,Z coos) 6'9 V (k.S) 4(54i A t 0,3 (At 5gv) i1 (^KeX V'(' Oriti‘) ' F0.%.>YV (' D) `ri5^.4 ? u3 r Vv "( 2C �,.: F-- 161` s 0, 33 I:Y • • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 3:44PM, 20 MAY 10 2 Description : Vending Machine Kiosk Scope: Rev: 550100 User: KW-060869, Ver 5.5.0, 25-Sep-2001 L (c)1983-2001 ENERCALC Engineering Software Description Main Columns Steel Column Page 1 c:\users\rrubio\desktop\hoaq\landscape\calcs. 1 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section TS6X6X1/4 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Restrained Column Height 11.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X-X Unbraced 11.000 ft Kxx 2.000 Live & Short Term Loads Not Combined Y-Y Unbraced 11.000 ft Kyy 2.000 Loads p Axial Load... Dead Load 1.58 k Ecc. for X-X Axis Moments 0.000 in Live Load 1.05 k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along V-Y (strong axis moments) 0.330 k 11.000 ft Along X-X (y moments) 1.100 k 11.000 ft Summary Column Design OK Section : TS6X6X1/4, Height = 11.00ft, Axial Loads: DL = 1.58, LL = 1.05, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X-X = 11.00ft, Y-Y = 11.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0243 0.0162 0.0405 0.4811 XX Axis : Fa calc'd per 1.5-2, K*LJr> Cc YY Axis : Fa calc'd per 1.5-2, K*L/r> Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 11.61 ksi 11.61 ksi 11.61 ksi 15.45 ksi fa : Actual 0.28 ksi 0.19 ksi 0.47 ksi 0.28 ksi Fb:xx : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual 30.36 ksi 0.00 ksi 30.36 ksi 0.00 ksi 30.36 ksi 0.00 ksi 30.36 ksi 0.00 ksi 30.36 ksi 0.00 ksi 30.36 ksi 0.00 ksi 40.38 ksi 4.31 ksi 40.38 ksi 14.38 ksi Analysis Valuesil F'ex: DL+LL 11,614 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.75 F'ey: DL+LL 11,614 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 15,446 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 Fey : DL+LL+ST 15,446 psi Cm:y DL+LL+ST 1.00 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection -0.288 in at 11.000 ft Max Y-Y Axis Deflection -0.960 in at 11.000 ft Ana EConsulting Engineers 6090 CenterDlNe, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 br location date client lob no. 176{.I,EL-'llorl (wc,:6$k+' tf. kiss L1 P1 3 l�,l w+ tZ3 3ti.1 '((tq ca• ) 764 b QH :. 0.i I• Ass 6:( 7..2)( 1.31') A t:c3" 1�NPgc% O:u7-S' ( t1')(12) > LAM +%PN(ctt-R 5 (4)e4 'c Y4) kkP.anANl1 9be3' 1"p-h�ty(q %VA..n 0. ,.t -4" rt,ax Ftt') % 1.59 Ptµ) xr 1,1 s 0.434" fqy 0,3.54 $155 9 x4 x '/4 6W 2y pas?aJtb0 ^t (wbxl) w(pt,\ 0.031nc (bq) cos rcr wi") o: 0.010`11, ( S')s 0.1 fr4.f ¢pt,: O,t!►ay l) . her e"w PU s al to u: ) a,Th+•-p't _\ e4U= o,t5 YtF (14i` g b. �,.-Ft L �J,ps O,be3ji►0..,(,¢-.try' Iht""r s It sheet no. MD Consulting Engineers 6060 Center Drive, Suite 300 Los Angeles, CA 90045 010) 665-1536 Fax (310) 665-9070 by 100atlon dote a.� lob no. 6`Jflt. *Pt et.1,1 ijbX.M1 t.u.P-v5 � t C rat cot. 3opst 0 GHCFV t:trs-1 — DIP: VCfA wn 4C"74 , Gt.% A 1' L 91a vita* Lot- t,orts rtt : 0,565w�c'(i_') c v Pr. (Z %00 ) Fcc. r 0. %-;-R- (1E6) r .'rt i 66} 7 'y I sf)(v.1 = 5c5 Pt-f N stb c 0.11(0); zz 0. t?•6 Fr i' " a 0.1 3 t u, Z „6 417- _ 0• c. 1:5 1„q 6 a w onset no. Consulting Engineers 6080 Center Dive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 ckrte client rob no. ^.0 -c.raot% qel I cn.4 4, n S€:.f Nor ZMuwil Vint. ct.AT-,fl rt,: Y' O.., A S, ll'"'" el_ - 0. btu-1N N't AF.. G.1 V.01,7S { qov -13w1,11 USG .% C; A'9:_C' --N Cot,-1 RAN 4fl1ICAt wtlD OF.ouf 441 y. s 1 d as, Ic Ve-t, FeFOef Q 3 63 2PAPTS SwGC to b4 G, t9 jA 2,i LAN, iti`f vs T.-1 S✓A+L X a-) (Y4) 313- lc fin i r'IAr Cgs/ 0,9 h sheet no. EMI Consulting Engineers 8080Ceded/dye, Stile 300 Los Angeles CA 90045 (310) 665.1536 Fax (310) 666.9070 Minot by location dare client lob no lJ s ('2,o{KF+ tO?Sf (I. 71) a c1 = v'1 N97:6 ?5 ref S bt.x— () 5% bsr I }•i' = 1. f 1 ler 13 O. bl Np % 50►-st (ta'l.ri''S6 16. c �Es f ti7 �rt x 'L"- LW %rf .. S +RTCZ ¶$ 646t7' Car'4YFtcT • 110 A 9h w° .r Zft f' ACD l 1-11n C flip - tit - Ss) C f \ (( Tff)4PEl 56 - (56- o.t(so)(T.tt) ( t11 - 11 1� 2t' 91- cPtercIL ri- G (-Z os, K-eJ 5� 331rIw, I.6T 18.4 - 0.9k C.1.1i COY—) 41% C PEP' ZTio r LS.n/rw % 5 w.e .. t431E.1 11-1 PA& 3x s.1 S( 91 ?LfV. tt.brj4 (31.0 3tvt{.21r°nl DUa'(s: 4,1tiw�i Z,Ldr .nR > t.IZ 111' O. 361 C tz,91 rti a C.6t (at+-) �tv 2di.0 Ste: 2.i21+t� brr)e. C.bt Ea) 1M HID Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 Protect by location dale dent TfiPi:3;k,:' F :r(,nr: lob no. 17‘1,11) Low> Its' -I T fir. tG Hx. MEAT AnS 41AkiY-AM.i cult tc).> 9.+c7 sec. -nos ' gViF-v rt- ANAL `(JI S VI" {.4 Ara yL > 4)0Qce LA. - 24.7 4sf ix) (pt)% 3Litsg. vllAi) : nRiF C'r'i % I90 Qcf Wv,AF\- •\rv1S j CNcr .t 50Slat() t. 4f. 501Hifr Seisrtrc. go £.Io(IL!_3S,Z uo (tl,ix43s) \% 56 3 rA S1NCC- TH-V 3EAt-t 14tf3 75 TI'tt o."-'l TWINF7 (3Et/461 Cvtr TttE SCCT7or PF-oflaTfeS 1NI JSAY- ArxtS n.e PL,nDST 7/it SAME. • rm../ � itbq�E in3 7 S cw A4 Plf.4ot4-seirs Floc- - Psg-e , "NEf+M " c O. 4 (36wo.ti)( A. -A, tnI)j - 4)4too tot i I 1 Mni %Tel. etc kozoo,Y)1 I t 6q t 0, 49- t't ry °St% = t..33 tom-) tie 35(,!o n-PT t6!3 - (ow-') Cew, S r, fop bk..^aol) • ;G • OShapeBuilder 2.0 Fri. May 28, 2010 Overall Properties Name: Shapel Area: 2.843 inA2 lx: 7.979 inA4 ly: 2.724 inA4 lxy: 0 inA4 nlpolar: 10,70 inA4 Sx' 3,9a i A3 Sy`T 362 inA3 rx: 1.675 in Ty: 0.979 in rp: 1.940 in Zx: 4.520 inA3 Zy: 2.086 inA3 J: 0.056 inA4 ShapeBuilder 2.0 Fri. May 28, 2010 a el • • • Overall Properties Name: Shapel Sy: 1.364 in43 Area: 3.760 inA2 rx: 3.119 in CG: (0,-0.069) ry: 0.852 in lx: 36.59 in^4 rp: 3.234 in ly: 2.728 inA4 Zx: 10.85 inA3 lxy: 0 inA4 Zy: 2.139 inA3 Ipolar: 39.32 inA4 J: 0.072 inA4 Sx top: 9.605 inA3 Sx bottom: 9.319 inA3 • • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 6:36PM, 28 MAY 10 , I 0 Description : Vending Machine Kiosk Scope : Rev: 550100 User: KW-060669. Ver 55.0. 25-Sep-2001 Steel Beam Design (c)1963-2001 ENERCALC Engineering Software Description Edge Tapered Beam 2 (Strong Axis) Page 1 c:\usersvrubio1desktop\hoa4\landscape\talcs General Information Steel Section : W8X13 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 5.70 ft 4.70 ft 1.50 ft 5.70 ft Pinned -Pinned LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.0oksi 1.00 29,000.0 ksi DL LL ST Start Location End Location #1 0.210 0.140 Summary #2 #3 #4 #5 #6 #7 k/fl k/ft k/ft ft ft Using: W8X13 section, Span = 5.70ft, Fy = 36.0ksi, Left Cant. = 4.70ft, Right Cant. = 1.50ft End Fixity = Pinned -Pinned, Lu = 5.70ft, LDF = 1.000 Actual Allowable Moment 3.866 k-ft 7.180 k-ft fb : Bending Stress 11.629 ksi 21.600 ksi fb/Fb 0.538:1 Shear fv : Shear Stress fv / Fv 1.628 k 0.886 ksi 0.062 : 1 26.463 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Deft Length/(DL+LL Defl) 0.075 in 2,773.8 : 1 1,500.2 : 1 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Deft ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5-2, I Beam, Major Axis, I Beam, Major Axis, Maximum 3.87 k-ft 1.63 k 0.63 k 0.009 in 0.075 in 0.007 in DL Only -2.32 -2.32 -0.24 0.98 0.30 0.004 -0.041 -0.003 0.000 ft 0.000 «- These columns are Dead LL LL+ST (rD Center a Center 0.33 -2.32 -2.32 -0.24 1.36 0.63 0.002 -0.033 0.000 0.000 0.002 -0.033 0.000 0.000 Live Load placed as noted -» LL LL+ST Cc0 Cants t Cants -3.87 -3.87 -0.39 1.63 0.51 0.009 -0.075 -0.007 3.28 1.95 2.35 2.35 1.18 0.55 0.95 0.95 K`Lfr > Cc (102,000 ` Cb I Fy)^.5 <= LIrT <_ (510,000 ` Cb I Fy)^.5 , Fb per 1.5-6a Fb using 1.5-7 Governs, Fb = 12,000 Cb Af I (I' d) 0.000 2.85 0.51 k-ft k-ft k-ft k-ft k k 0.009 in -0.075 in -0.007 in 0.000 in 2.85 k 0.51 k Section Properties W8X13 Depth Width Web Thick Flange Thickness Area 7.990 in 4.000 in 0.230 in 0.255 in 3.84 in2 Weigh I-xx I-yy S-xx S-yy 13.04 #/ft 39.60 in4 2.73 in4 3.989 in3 1.365 in3 r-xx r-yy Rt 3.211 in 0.843 in 1.010 in • • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 6:36PM, 28 MAY 10 (.! Description : Vending Machine Kiosk Scope: Rev: 550100 User: KW-060869, Ver 5.5.0, 25-Sep-2001 (c)1983-2001 ENERCALC Engineering Software Steel Beam Design Page 1 c:userslrmbioldesktopToaaandscapelcalcs. Description Edge Tapered Beam 2 (Weak Axis) General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : W8X13 Center Span Left Cant. Right Cant Lu: Unbraced Length 5.70 ft 4.70 ft 1.50 ft 5.70 ft Pinned -Pinned LL & ST Don't Act Together Minor Axis Bending ! Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.33 29,000.0 ksi Distributed Loads #1 DL LL ST Start Location End Location 0.146 Summary #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Short Term Load Case Governs Stress Using: W8X13 section, Span = 5.70ft, Fy = 36.0ksi, Left Cant. = 4.70ft, Right Cant. = 1.50ft End Fixity = Pinned -Pinned, Lu = 5.70ft, LDF = 1,330 Actual Allowable Moment 1.613 k-ft 4.076 k-ft tb : Bending Stress 14.208 ksi " 35.910 ksi fb / Fb 0.396 : 1 u, ?'i` Shear fv : Shear Strew fv / Fv 0.679 k 0.333 ksi 0.017 : 1 39.070 k 19.152 ksi Max. Deflection LengthlDL Deft Length/(DL+LL Defl) 0.523 in 0.0 : 1 215.5 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear@ Left Shear @ Right Center Defl. Left Cant Deft Right Cant Defl ...Query Defl @ Maximum 1.61 k-ft 0.68 k 0.42 k 0.080 in 0.523 in 0.065 in 0.000 ft cc- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Only a Center a Center GED Cants a Cants 0.59 k-ft -1.61 k-ft -1.61 k-ft -0.16 k-ft 0.42 0.68 k 0.42 0.25 k 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Reaction @ Left 1.39 Reaction @ Rt 0.66 Fa calc'd per 1.5-2, K'Llr> Cc I Beam, Minor Axis, Passes 1.5.1.4.1 Para 2, Fb = 0.75 Fy -0.044 0.116 0.038 0.000 0.000 0.000 0.080 in -0.523 in -0.065 in 0.000 0.000 0.000 in 0.42 0.42 0.94 k -0.04 k Section Properties W8X13 Depth Width Web Thick Flange Thickness Area 7.990 in 4.000 in 0.230 in 0.255 in 3.84 in2 Weight 1-xx I-yy S-xx S-yy 13.04 #/ft 39.60 in4 2.73 in4 9.912 in3 1.362 in3 r-xz r-yy Rt 3.211 in 0.843 in 1.010 in project by sheet no. C ensulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90005 (310) 665-1536 Fax (310) 665-9070 location date Qtrt client Job no. ?ei JEF'(A I o,193 rn4 i,NTc.LW D;,,F-cec-r)U 1, D a 30 per C4!: t I' -on BERM 3T2-lF 5 = 0.203 M1 P 1c40(0, 30;1 In four of wIvrk "°"' -='—` 4-z, xt 6 ? - 4 as i- x13') 7siF.1 50143( 35[-i(3)113ts)+ 4(5)3-(.,) - f (3)(31it (.94 74(z1,00uro0Ue11X DA 43141) b.5I" : 7-tb V tctIt &t.JTlL-gJtW 10 ptvor c B.\3n C, 31 1.t 9-a it,5 101'at1e'4 ?01N? :rp t- )(11) 0.1:" 04' \ ) 211, ow Pettit bar sleet no. Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665.1536 Fax (310) 665-9070 location Cate a , !3 dent lob no. SAP',rl c?t *r\S 5orp4rriN Et CA NJF`( 'Von" USI t4Cry 14' t Co t ir•C I/4. I, }, > 0,t3'a in P(+t); bSG4. Pct-'» horx' lAb (ti fax s 0.31..t1/4 Crs I.I tl- V A Nb 0.330-e0 = 0•11 P 1 f laP-c. 101-4^0 11-d: F.e !-I.../ r-W T; 1"Gt AsI a 2.L04 c'f&. I\(c `_- ' 0.0 et, L Uh1$ C N I--9j Es* STATIC L-C CN ktIC P. C - G. 5S 3 G 1.0 (a Fb b" Y 4ns f cl liar (IZ 1{1r—(hr { f 1,1 (,CONfrePlit. I JVN JF- 1UYSIUN P0. Y^o^^eN1S 1-ibYbro+ Y' 2j3, 3 "-1 U, 241 e.JJ4 (0.13bi c.g9q') + n,zVR - 1,tL ixF H6Six 4• %t (56b 4c-^'6'wC.*tc-) Use- Hzs 8 <6 x �;� • • • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR - Date: 3:54PM, 20 MAY 10 a Description : Vending Machine Kiosk Scope: Rev: 550100 User: KW-080569, Ver 5.5.0, 25-Sep-2001 Steel Beam Design (c)1983-2001 ENERCALC Engineering Software Description Main Beams Supporting Kiosk Roof - Static Case Page 1 c:W sersVrubio\desktoplhoagVandscape\calcs. General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS4X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length 18.00 ft 0.00 ft 0.00 ft 14.00 ft Fy 46.00ksi Pinned -Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Don't Act Together LPoint Loads M #1 #2 #3 #4 #5 #6 #7 Dead Load 1.580 1.580 k Live Load 1.050 1.050 k Short Term k Location 2.000 16.000 ft a Summary Using: TS4X4X1/4 section, Span = 18.00ft, Fy = 46.0ksi End Fixity = Pinned -Pinned, Lu = 14.00ft, LDF = 1.000 Actual Allowable Moment 5.754 k-ft 10.398 k-ft fb : Bending Stress 16.800 ksi 30.360 ksi fb / Fb 0.553 : 1 Shear fv : Shear Stress fv I Fv 2.740 k 1.370 ksi 0.074 : 1 18.400 k 18.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -1.640 in 209.0 : 1 131.7 :1 «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only (a1 Center g(7 Center (d1 Cants Max. M + 5.75 k-ft 3.65 5.75 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Deft @ Reaction @ Left Reaction @ Rt 2.74 k 2.74k -1.640 in 0.000 in 0.000 in 0.000 ft 2.74 2.74 Fa calc'd per 1.5-2, K`Llr > Cc 1.69 1.69 -1.033 0.000 0.000 0.000 1.69 1.69 2.74 2.74 -1.640 0.000 0.000 0.000 2.74 2.74 -1.033 0.000 0.000 0.000 1.69 1.69 0.000 0.000 0.000 Ca Cants k k 0.000 in 0.000 in 0.000 in 0.000 0.000 in k k Section Properties TS4X4X1/4 Depth 4.000 in Weight 12.19 #/ft r-xx Width 4.000in I-xx 8.22 in4 r-yy Thickness 0.250 in I-yy 8.22 in4 S-xx 4.110 in3 Area 3.59 in2 S-yy 4.110 in3 1.513 in 1.513 in • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 3:46PM, 20 MAY 10 Description : Vending Machine Kiosk Ct+ + Scope: Rev: 550100 User: KW-060869, Ver 5.5.0, 25-Sep-2001 (0)1983-2001 ENERCALC Engineering Software Steel Beam Design Page 1 c:WserslrrubioldesktoplhoagUandscapelcalcs. Description Main Beams S upporting Kiosk Roof - Strong Axis Bending SEISMIC CASE General Information Calculations are designed to. AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS4X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length 18.00 ft 0.00 ft 0.00 ft 18.00 ft Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 46.00 ksi 1.00 29,000.0 ksi Point Loads I Dead Load Live Load Short Term Location #1 1.580 1.050 2.000 #2 1.580 1.050 16.000 #3 #4 #5 #6 #7 k k k ft Moments #1 Dead Load live Load Short Term Location Summary 0.990 2.000 I #2 0.990 16.000 #3 #4 #5 #6 #7 k-ft k-ft k-ft ft Using: TS4X4X1/4 section, Span = End Fixity = Pinned -Pinned, Lu = 1 Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv/Fv 18.00ft, Fy = 46.0ksi 8.00ft, LDF = 1.000 Actual 6.225 k-ft 18.174 ksi 0.599 : 1 2.850 k 1.425 ksi 0.077 : 1 Allowable 10.398 k-ft 30.360 ksi 18.400 k 18.400 ksi Beam OK Short Term Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -1.641 in 209.0 : 1 131.7 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M © Right Shear © Left 2.85 k Shear © Right 2.74 k Center Defl.-1.641in Left Cant Defl 0.000 in Right Cant Defl 0.000 in ...Query Defl @ 0.000 ft Reaction © Left 2.85 Reaction © Rt 2.74 Fa calc'd per 1.5-2, K*Ur> Cc Maximum 6.22 k-ft <<- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Only 0 Center ® Center tID Cants 0 Cants 3.65 5.75 6.22 1.69 1.69 -1.033 0.000 0.000 0.000 1.69 1.69 2.74 2.74 -1.640 0.000 0.000 0.000 2.74 2.74 2.85 2.63 -1.641 0.000 0.000 0.000 2.85 2.63 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 0.000 in k k Section Properties TS4X4X114 I Depth Width Thickness Area 4.000 in 4.000in 0.250 in 3.59 in2 Weight 1-xx 1-yy S-xx S-yy 12.19 #/ft 8.22 in4 8.22 in4 4.110 in3 4.110 in3 r-xx r-yy 1.513 in 1.513 in • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 3:47PM, 20 MAY 10 Description : Vending Machine Kiosk Gx , { �� Scope: Rev: 550100- User: KW-080889, Ver 5.5.0, 25-Sep-2001 (c)1983-2001 ENERCALC Engineenng Software Steel Beam Design Page 1 c:luserslnubioWesktopthoaq\Jandscape\alcs. Description Main Beams Supporting Kiosk Roof - Weak Axis Bending SEISMIC CASE General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : TS4X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length 18.00 ft 0.00 ft 0.00 ft 18.00 ft Pinned -Pinned Bm Wt. Added to Loads LL & ST Act Together Minor Axis Bending ! Fy Load Duration Factor Elastic Modulus 46.00ksi 1.00 29,000.0 ksi Point Loads Dead Load Live Load Short Term Location #1 1.100 2.000 Summary #2 1.100 16.000 #3 #4 #5 #6 #7 k k k ft Using: TS4X4X1/4 section, Span = End Fixity = Pinned -Pinned, Lu = 1 Moment fb : Bending Stress fb I Fb Shear fv : Shear Stress fv I Fv 18.00ft, Fy = 46.0ksi 8.00ft, LDF = 1.000 Actual Allowable 2.694 k-ft 10.398 k-ft 7.865 ksi 30.360 ksi 0.259 : 1 1.210 k 0.605 ksi 0.033 : 1 18.400 k 18.400 ksi Beam OK Short Term Load Case Governs Stress Max. Deflection Length/DL Dell Length/(DL+LL Defl) -0.756 in 1,787.8 : 1 285.7 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Dell. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per 1.5-2, Maximum 2.69 k-ft 1.21 k 1.21 k -0.756 in 0.000 in 0.000 in DL Only 0.49 0.11 0.11 -0.121 0.000 0.000 0.000 ft 0.000 1.21 1.21 K*L/r> Cc 0.11 0.11 «-- These columns are Dead + Live Load placed as noted ->> LL LL+ST LL LL+ST 0 Center 0 Center 0 Cants 0 Cants 2.69 0.000 0.000 0.000 0.000 1.21 1.21 -0.756 0.000 0.000 0.000 1.21 1.21 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Section Properties TS4X4X1/4 Depth Width Thickness Area 4.000 in 4.000 in 0.250 in Weight 1-xx I-yy S-)o 3.59 in2 S-yy 12.19 #/ft 8.22 in4 8.22 in4 4.110 in3 4.110 in3 r-xx r-yy 1.513 in 1.513 in • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job #.1041317.37 Dsgnr: RR Date: 6i31PM, 25 MAY 10. Description : Vending Machine Kiosk Scope Rev: 550100 - - - Q.)� User: I-060569, Ver 5.5.9, 25-Sep.2001 I (01963-2001 ENERCALC Engineering Software `-iDescription - Wall Footing General Footing Analysis & Design Page r c:\usersvnibio\desktop\hoagUandscapelbalcs. General Information Calculations are designed to ACI 318-95 and 1997 LIBC Requirements,® Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psf 1.330 4 4,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X-X Axis Length along Y-Y_Axis Footing: Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 3.000 ft 3.000 ft 24.00 in 8.00 in 8.00 in 0.000 in 0,0014 3.50 in j Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term 0.600k k k Creates: Rotation. about Y-Y. Axis (pressures @ left & right) k-ft k-ft 2.100 k-ft Creates. Rotation. about Y-Y Axis (pressures @ left '& right) k k k ...ecc along X-X Axis 0.000 in ...ecc. along Y-Y-Axis 0.000 in Creates: Rotation about X-X Axis (pressures -@ top & bet) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top &- bot) k k k Summary Caution: X(short)ecc>Widt 3.00ft x 3.00ft Footing, 24.0in Thick, w/ Column Support 8.00 x 8.00in x 0.0in high Max Soil Pressure Allowable "X' Ecc of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL DL+LL+ST 356.7 843.4 psf 2,500.0 3,325.0 psf 0.000 in 7.850 in 0.000 in 0.000 in No Overturning 1.500 :1 2.293 Max Mu Required Steel Area Shear Stresses.... 1-Way 2-Way Actual Allowable 0.412 k-ft per ft Vu 0.000 0.134 0.344 in2 per ft Vn " Phi 107.517 psi 215.035 psi Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom ACI 9-1 0.13 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi Moments ACI 9-1 Mu @ Left 0.06 k-ft Mu @ Right 0.06k-ft Mu @ Top 0.06 k-ft Mu @ Bottom 0.06 k-ft ACI 9-2 - ACI 9-3 0.13 psi 0.09 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00. psi 0.00 psi ACI 9-2 ACI 9-3 -0.25 k-ft -0.16 k-ft 0.41 k-ft 0.27 k-ft 0.06 k-ft 0.04 k-ft 0.06 k-ft 0.04 k-ft Vn Phi 215.03 psi 107.52 psi 107.52 psi 107.52 psi 107.52 psi Ru / Phi 0.7 psi 1.1 psi 0.2 psi 0.2 psi As Req'd -0.34 in2 0.34 in2 0.34 in2 0.34 in2 per ft per ft per ft per ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing &Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job. # 1041317.37 Dsgnr: RR Date: 6:31PM, 25 MAY 10 ,Z Description : Vending Machine Kiosk Scope: Rev: 550100 User: KW-060869, Ver 5.50, 25-Sep-2001. 4c)1983-2001 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c:lusersVrubio\desktoplhoaq\landscape\calcs... Description Wall Footing Soil Pressure Summary Service Load Soil Pressures DL + LL DL+LL+ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 356.67 0.00 499.33 0.00 0.00 Right 356.67 843.39 499.33 1,180.74 759.05 Top 356.67 356.67 499.33 499.33 321.00 Bottom 356.67 psf 356.67 psf 499.33 psf 499.33. psi 321.00 psf ACI' Factors (per ACI; applied internally to entered loads) ACI.9-1 & 9-2 DL ACI 9-1 & 9-2 .LL ACI 9-1 & 9-2 ST ..:seismic = ST " : 1.400 1.700 1.700 1.100 AC! :9-2 Group Factor ACI 9-3 Dead. Load Factor ACI 9-3 Short Teri Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7"0.9" Factor 0.900 6,3 3.0 3.00 ft 3.00 ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing: & Title Block tab, and ant your title! block information. Titled Hoag Ancillary Expansion and Renova - Job # 1041317.37 Dsgnr: RR Date: 6:30PM, 25MAY 10 Description : Vending Machine Kiosk Scope: Rev: 550100 UserrKW-060869, tier 5.5.0. 25-Sep2001 _.(c)1983-2001':ENERCALC:Engineering Software Combined Footing Design Page 1 cluserslrrubioldesktopthoag\Iandscapelcalcs..'. Description Combined Footing General Information Calculations are designed to ACI 318.95 and 1997 UBC Requirements Allow Soil Bearing. Seismic Zone Concrete Wt Short Term Increase Overburden 2,500.0 psf 4 145.0 pcf 1.33 0.00 psf Pc 4,000.0 -.psi Fy 60,0000 psi Min As Pct 0.0014 Distance to CL. of Rebar - 3.50. in Live & Short Term Load Combined Dimensions Footing' Size... Distance Left Dist.`Betwn Cols Distance Right Footing: Length Width Thickness 1.00 ft 2.40 ft 100 ft 4.40 ft 4.00 ft 36.00 in Column SupportPedestal Sizes #1 : Square Dimension ...Height #2: Square Dimension 12.00 in ...Height 0.00 in 8.00 in 0.00 in Loads Vertical Loads... Dead. Load Live Load Short: Term Load Applied Moments... Dead Load Live toad Short Term Load Left Column 0.360 k k k k-ft k-ft 1.260 k-ft ( Right Column.. 1.580 k 1.100 k k k-ft k-ft 12.100 k-ft Summary Footing Design OK Length = 4.40ft, Width = 4:00ft, Thickness = 36.00in, Dist. Left = 1.00ft, Btwn. = 2:40ft, Dist. Right = 1.00ft Maximum Soil Pressure 2,581.14 psf AllowablE 3,325.00 psf Max Shear Sires: AllowablE Min. Overturning Stabilit 1.64 psi 215.03 psi 1.553 1 Steel Req'd @ Let Steel Req'd @ Genie Steel Req'd @ Righ 0.546 in2/ft 0.546 in2/ft 0.546 in2/ft Soil Pressures Soil Pressure -@.Left Dead + Live Dead+Live+Short Term Soil Pressure @-Right End Dead + Live Dead+Live+Short Term Stability Ratio Actual 392.0 0.0 823.4 2,581.1 1.6 :1 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf ACI Factored Eccentricity Eq. 9-1 560.9 psf 0.260 ft Eq. 9-2 0.0 psf 1.509 ft Eq. 9-3 0.0 psf Eq. 9-1 1,178.2 psf 0.260 ft Eq. 9-2 3,613.6 psf 1.509 ft Eq. 9-3 2,084.1 psf To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title: block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 6:30PM, 25 MAY 10 b, S Description : Vending Machine Kiosk Scope: Rev: 550100 User: KW-060869, Ver 5.510, 25-Sep-2001 Combined Footing Design (c)1963.2001 ENERCALC:Engineenng Software Description Combined Footing Page 2 c8userslrrubioldesktop\hoagUandscape\cales... Moment & Shear. Summary ( values for moment are given per unit width of footing) Moments.:. Mui@ Col#1 MuBtwn Cols Mu'@ Col #2. One Way Shears... Vni Allow * 0.85 Vu@COI #1 Vu'Btwn.Cols Vu@Col #2 Two: Way Shears... Vn : Allow*.0.85 Vu @ Col #1 Vu @ Col #2 ACI 9-1 -0.00'k-ft/ft -0.08 k-ft/ft 0.07 k-lt/ft 107.517.psi 0.000 psi 0.000 .psi 0.000 psi 215.035.psi 0.208 psi 0.138 ..:psi ACI 9-2 -0.14 k-ft/ft -2.30 k-ft/ft 0.34'.k-ft/ft 107,517 psi 0.000 psi 0000: psi 0.000, psi 215.035 psi 0.735,psi 1.645 psi ACI 9-3 -0:09 k-f}/ft -3,07 k-ft/ft 0.19 k-ft/ft 107.517 psi 0.000 psi 0.000 psi 0.000 psi 215.035 Si 0.524.'-psi_ 0.916 psi LRelnfOrCing ( values given per unit width of footing) ACI 9-1 ACI 9-2 ACI 9-3 @ Left Edge of Col.#1 Ru/Phi As Repaid 0.00 psi -0.546 in2/ft 0.14.psi-0.546'in2/ft 0.09 psi -0.546 in2/ft Between Columns Ru/Phi As Rep'd 0.08 psi -0.546:in2/ft 2.42psi-0.546'in2/ft 3.23:psi -0.546 in2/ft @'Right Edge of Col.#2 0.07 psi 0.36psi 0.20psi 0.546 in2/ft 0.546 in2/ft 0.546 in2/ft ACI Factors (per ACI; applied internally to entered loads) ACI 9-1 8'9-2 'DL ACI 9-1 & 9-2 LL ACI 9-14 9-2 ST ..::seismic = ST ` : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 ' UBC'1921.2.7 "1.4"-Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 36.00 in Vert Ld: DL=0.3, LL=0.0, ST=0.0 k Moment: DL=0.0, 4=0.0, ST=1.2 k-ft 1.00ft 2.40 ft Vert Ld: OL=1.5, LL=1.1, ST=0.0 k Moment: DL=0.0, LIL=0.0, ST=12.1 k-fl 1.00 ft 4.40 ft ina Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project location date sheet no. c. I client job no. P'P.S#- )t'S5 OCSI�>ti 6x0 cos trica fli i' x ,`-a„ \-10 Pb, - iSk 1_ti i= 17,i1- 1 0 kg.U4 6 , D.b3 o. c(7A)( 19)� C, 1+:t-+,Lk- wF%l.c ( `I":•'i Y/I" t. ,acisc ,v y1 d '' _ q (6l - 1.. 5 ,, 3 3 } int THI.0 = i,x tAMO', IA(i5z--1'.1) , 10,6w a �l �}9�� � � I'� A-'1- t`r,13's tss m 0,91 bcv-e = 0.9 (6!5-5 ih \toi vsi l % I-,d` a O,'SCt) 4f(256)(j gcoo oot > Ys5 i'tW\�i-K i to,bV- Utz I<a U tA(0' 12c , LSZ r, .. 25, '. tJ] 215.A. 3r1 760 C3C k1• 11 tirb fit Sr.. 3/q" + ATS sheet no. 0711 Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project by bcation date client job no. Kt/L.- , S70 W% "Z 3PSF ( 7. ft4 S w 1't.L Po fl tt w { USE & ° \t "S'4f Crnint) sc STU tJ 17) Q Bi0T 7 0 t--t co N .l c L "r/ s r4. it? Co N a3 e7' s lat'S rE i Y j3 t cx l/'tej Oh- 'i'i FK(E-biceVC-E, Fio"S' C' "'x' Noi yfr s Cf t_(-1 tLEpNkeyv au-1 i�ut w= 23P5F�' ?, ')' QC'F riff �T oi' Til-a- Fu.nttiC 2001 North American Specification Project: Hoag Model: Vending Machine Kiosk Date: 5/26/2010 R1 7.00 ft Section : 600T125-54 Single (X-X Axis) Maxo = 1477.9 Ft -Lb Moment of Inertia, I = 2.241 in^4 Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Fy = 50.0 ksi Va = 2728.3 lb Unif Ld t Ib/ Mmax Mmax/ Mpos Bracing Ma(Brc) Mposl Deflection Span Ft -Lb Maxo Ft -Lb (in) Ft -Lb Ma(Brc) (in) Ratio Center Span 496.1 0.336 496.1 Full 1477.9 0.336 0.066 L/1269 Combined Bending and Web Crippling Reaction or Load Brng Pa Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ft -Lb) Value Req'd ? R1 283.5 1.00 443.4 0.0 0.77 Na R2 283.5 1.00 443.4 0.0 0.77 Na •Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft -Lb) Factor VNa M/Ma Unstiffen Stiffen R1 283.5 0.0 1.00 0.10 0.00 0.01 NA R2 283.5 0.0 1.00 0.10 0.00 0.01 NA sheet no, n Consulting Engineers 6080 Center&We, Suite 300 Los Angeles, CA 90045 (310)6654536 Fax (310) 665-9070 PrOleCt by locceion dote e , client lob no. vAAt.nkr1 .7; v41.4Y foal/a-I-NIS 5y ibiS rt (-170.4 `ti ;dB * it 4- 1st:. (sir 1114rr USE A 5‘-t" x 5- (tag wet Prat• 13eL1 P7W114 gir a• I Cu-$ 3 SYK.Nerri• T-Actal 5 14_ Act 41 t•Vq 9.3 a-r Ten-res‘Al (cokSISPeraca) 0 0 it lb .i4r Tivr yt. 4 x AU! A c • ?%t • 01,As icet.o. ( of ity)(40) • -4 n "Issas b,04.1,,ts t s 0,64 (,0k4)01,,I tits?a, XS,51` 10ot) s 0. ( k to cow) Cd 13.44 s s\ri, AT. Ilb.i •. • To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 UserKW-060869, Ver 5.5.0, 25-Sep.2001 (01983-2001 ENERCALC Engineering Software Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 7:52PM, 25 MAY 10 Description : Vending Machine Kiosk - 'P , Z Scope: General Footing Analysis & Design cwsersV u5loWeaklo Description Information Kiosk Page 1 hoaollandscaoelcalcs General Information Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psf 1.330 4 4,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 3.000 ft 3.000 ft 24.00 in 0.00 in 0.00 in 0.000 in 0.0014 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 0.175 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 1.300 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 3.00ft x 3.O0ft Footing, 24.0in Thick, w/ Column Support 0.00 x 0.00in x 0.0in high Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio DL+LL DL+LL+ST 309.4 598.3 psf 2,500.0 3,325.0 psf 0.000 in 0.000 in No Overturning 3.213 5.601 in 0.000 in 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1-Way 2-Way Footing Design OK Actual Allowable 0.341 k-ft per ft Vu 0.000 0.100 0.344 in2 per ft Vn " Phi 107,517 psi 215.035 psi Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Two -Way Shear 0.10 psi 0.10 psi 0.06 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Left 0.03 k-ft -0.28 k-ft -0.18 k-ft Mu @ Right 0.03k-ft 0.34k-ft 0.22 k-ft Mu @ Top 0.03 k-ft 0.03 k-ft 0.02 k-ft Mu @ Bottom 0.03 k-ft 0.03 k-ft 0.02 k-ft Vn " Phi 215.03 psi 107.52 psi 107.52 psi 107.52 psi 107.52 psi Ru / Phi 0.7 psi 0.9 psi 0.1 psi 0.1 psi As Req'd -0.34 in2 0.34 in2 0.34 in2 0.34 in2 per ft per ft per ft per ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Rev: 550100 User: KW-060869, Ver 5.5.0. 25-Sep-2001 (o)1983-2001 ENERCALC Engineering Software Description Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 7:52PM, 25 MAY 10 Description : Vending Machine Kiosk Scope: General Footing Analysis & Design Information Kiosk Page 2 c:\Users\rrubio\desktoptoao1Iandscaoe\calc Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 309.44 20.56 433.22 28.78 18.50 Right 309.44 598.33 433.22 837.67 538.50 Top 309.44 309.44 433.22 433.22 278.50 Bottom 309.44 psf 309.44 psf 433.22 psf 433.22 psf 278.50 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST `: 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 • HOME 1. COtn'AST t1S FM EMAIl. r4GtN➢P SH3PPtNGC,/Rr EQUIPMENt STORE A2OWtJS PIF_l1CAT:. NS RECh'81SI Produ Details Brand: MDKS Price: $8500.00 lea Weight: 175 bs TOUCH S F. Tl lERPROOF;.KI �K5 THE C713V1C)LS CHC?ICESW MB search this site> t I Vertical Outdoor Kiosk 2 StdeBar: move your mouse to the left/right to navigate, click to enlarg adillac of Outdoor Kiosk offer_ ucing the Kdshlat 32", 42°' 52°, 55", 65' Outdoor Kiosk. Display is mounted in the al position. This unit ha II the bells and whistles, Anti-glare/SRF Vandal Proof IR touch screen, all-around heat shields, self-contained heat/cool system, i- mpression latch -locking system, amplified weatherproof sound system, mobile late, so much more... ique design approach features 45 degree side panels, giving this unit a slim, ppearance. Every detail Is precise. nsors are optically bonded with our revolutionary "K-BOND' solution. Eliminates gap, eliminates moisture build, eliminates heat build up, increases visibility, eases strength, increases heat transfer. If it aint 'K-Bonded", it aint ready for direct icht! Boo, Ine.(MOKB) 47 Tones Way Blairsville, GA 30512 T:770-561-7043 Mc@mdks.com vww.mdks.wm 9'JY.ry .4 2' ' .es iO web development by mgkgaet http://www.mdks.com/productasp?idl3b=591&id13=53 5/10/2010 eS ±HOME i Y ACT US EMAIL SIGMA,' STORE . S WOSIf EQUIPMENT -_ ABOUT US I PUELIGATIONS I REQUESTS "I Product Details E natl7¢d Brand: MDKS Retail: $22C0.00. Price: $1850.00/ea Weight 11 lbs Sir SHOPPING CART KPanel Outdoor Vesa-Mounted it kpvm - OUTDOOR TOUCH.,SC=REEN WEATHERPROOF KIOSK 1i7K5 THE CYRV4t2lJ5 C'.HC 11=.teea<:,& <search this site> Photo SlideBer move your mouse to the left/right to navigate, click to enlarge. Option Selection 2-4 a Display Size: r 19.1" + $800.00 + 5 lbs. ✓ 17.1" + $400.00 + 3 lbs. a 15.1" Hard Drive Type: r 32GB SSD Hard drive (SATA)+ $75.00 ✓ 120GB HDD Hard drive(SATA) + $25.00 • 80GB HDD Hard drive(SATA) Powder Coating: C Tex Black Textured r .Kessler Silver textured • To be determined MEM Available Sizes 15.1", 17.1", 819.1"Touch Screen Displays. SMART SITE isI This unit is ideal for those wanting to attach their kiosk to difficult surfaces or desktop style use. Most brackets feature a secure "quick -release" mechanism to take your kiosk inside and outside to different locations. NEMA 4X(IP65) Ruggid Aluminum construction with Stainless Steel Bezel. Bezel is made with a 60 degree bevel from front to back for easy liquid runoff. Sunlight Bright LCD's with an optically bonded, capacitive Tough Touch Sensor, anti- glare and vandal proof. All sensors are optically bonded with our revolutionary °K-BOND° solution. Eliminates air gap, eliminates moisture build, eliminates heat build up, increases visibility, increases strength, increases heat transfer. If it aint "K-Bonded", it aint ready for direct sunlight! FlTHco, Inc.(MOKS) 47 Tories Way Blairsville, GA 30512 T:770-551-7043 hfolOmdks coo lnw.mdks cam. web development by Indust http://www.mdks.com/productasp?idl3b=579&id13=20 5/10/2010 e HOME I ICONTACT US iyi EMAILSIGtU1P STORE I HIOSKiEQUIPMENT ABOUT US I PUa (CATIONS [ REQUESTS Product Details MD KS tJCasRUie WWWWEMhu ntilanelinta %iouetieg Configuration EmbiI 0 Brand: MOKS Retail: $22C0.00 Price: $1850.00 /ea Weight 11 lbs SMART 7t SITE 1 SHOPPING CART KPanel Outdoor Flange -Mounted it kpfm Option Selection 2-4 UTDC.JIC)R'TC)UCI-I SCR=EE'N W EPCfl-i ER P R ©OF .KIC)S K 1D 5 Tl-!E C nVitOUS CHOICE; 11 <search this site> ICI Display Size: r 19.1" + $600.00 + 5 lbs. r 17.1" + $300.00 + 3 lbs. OF 15.1" Hard Drive Type: r 32GB S5D Hard drive(SATA)SLC + $175.00 • 80GB HDD Hard drive(SATA) ✓ PC250: MSI GME965 SocketP Core Duo 2.4 GHz + $300 fJ PC150: VIA LT15000AG 1.5GHz Memory Modules: r 4GB DDR2 (MSI only) + $100.00 ✓ 2GB DDR2 667 (MSI only)+ $60.00 6 1GB DDR2 667 + $20.00 Media Drive: r CDRW/DVD Rom Slim Drive + $100.00 f: None ✓ Tex Black Textured(standard) ✓ Kessler Silver textured C? To be determined PC/CPU Powder Coating Available Sizes 15.1", 17.1", 8 19.1"Touch Screen Displays. This unit is ideal for those who have existing cabintry or custom fabricator. Outer seal is included, a 14 point bolting pattern assures even mount without torguing the frame. NEMA 4X(IP65) Ruggid Aluminum construction with Stainless Steel Bezel. Bezel is made with a 60 degree bevel from front to back for easy liquid runoff. Sunlight Bright LCD's with an optically bonded, capacitive Tough Touch Sensor, anti- glare and vandal proof. All sensors are optically bonded with our revolutionary "K-BOND" solution. Eliminates air gap, eliminates moisture build, eliminates heat build up, increases visibility, increases strength, increases heat transfer. If it aint "K-Bonded", it aint ready for direct sunlight! FlTRco, Inc4MOKS) 47 Tories Way Bbirsville, GA 30512 T:770-561-7043 Wo®mdks.com )vwvt„rgdks coon web development by mdks.net httpi//www.milks.coon/productasp?idl3b= 490&id13=20&parl3=0 5/10/2010 Yam• ; ; i D I i 1 Soma KS MET Ari P • • NOTES I HIG Vr.d fu1 e 2 to 'too t oil aloes 06 *1/1-20 Nylon LO[klnp rut S37. 11 05 BV4-20 a 2-1/21 Carroll, Bolt EST. , 04 2-1/2' a 1-1/t' Rubber lineal TA*Cop ,0369T63 03 6V42V53 Inner Wheel Bracket 02 010742V52 Outer VMe, Bracket 01 0KPe2V51 But Plate PDS MN* MI PAPE �M�RDp K S P42V55 Stabilizer km Plate a KYL lC "le plQrrr EOWMCMT MKT Or at DC K-Mat Vertical ,i PCS WY, a sheet no. Mil Consulting Engineers 6080 Center dive, State 300 Los Angeles, CA 90045 (310) 665--1536 Fax (310) 665-9070 by dope CUrt lob no. uygtreu.-q AwN Nh Ct.4 cc% 1.,,, P(w. T6D A ; A 1 Att s 13,b (4)(oiC‘) ° Y? Z 4 Po'+ emLe i.[c) i,pe4T'R,. A.4V DI(—T1oM Cek, : o.- yew'rw9 U?wnv-o 11/4,1 t3.oL('t ) ; \%i 5 *i' kko f% 1,0b (1,3)(0,4,)i. i, ts• P: 10,(ytV vgwAlt o tow : St" (et,4I % 5,44-rt loW VQ. 4 s4.4.1s 0,6(oA) _FT (Itij (7,00,11)(.4.51) s7 Poe To .Iowa z 0, (4, Pt I uVt �.ps.cl.,h i�„ p 5,9to,3H = 6.3 s'TIZE N(-i Tkt '?573T �1- c,bFusy ,,3.ts� r"Vl /(1`'� 3 n 3 c fc0a t 3. 0,b(4z ;t.st) a,cSuoL T(PE S 3,1)In s t C. ; lose(not) 54*At 3. 12 s 1 C- \.O (._OW) 5403(t.33) sheet no. rag Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Far (310) 665-9070 Poled by location cote client you no. A $C si-o Pa. t.T CA'F.virr y TFy 11" a r+Pie-V Vs‘ G.1(G'.1Vo •n"")(6bKii) PI ST • \Wet. ANC—N-0 a a 5. 5 e (L a S \ o C11. Ar(Uibt- 'Cry¢ui7e F-c-cev Fcaea Al F`P ' Aga A 1 h ti I'- Pc t X 4 A4 cr % ° ss (1;0'(4'* 08)' <' l'1k r6o0 g o.•.b} e. 1•o Caw) 0 (MT Poo n Oat (Qin* rill6e Wbi = \bit k' z1r & )x P< o.bital E (51-64) ' _i. .s1 „Eat 13 (0 8 R twin °'� O.); L I Cow) b•s <"41.1�j4 C0t03' % C I t I.o Cow) To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 7:23PM, 27 MAY 10 Description : Vending Machine Kiosk Scope: Rev: 550100 User KW-080869, Ver 5.5.0, 25-Sep-2001 (0)1983-2001 ENERCALC Engineering Software General Footing Analysis & Design Page 1 c:luserslrrubioldesktopUloap\landscapekalcs Description Umbrella Awning General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing Short Term Increase Seismic Zone Live & Short Term Combined fc Fy Concrete Weight Overburden Weight 2,500.0 psf 1.330 4 4,000.0 psi 60,000.0 psi 145.00 pcf 0.00 psf Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Reber Center To Edge Distance 4.000 ft 4.000 ft 18.00 in 8.00 in 8.00 in 0.000 in 0.0014 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary I 0.600 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft 5.400 k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k 4.00ft x 4.00ft Footing, Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resultant X-X Min. Stability Ratio Y-Y Min. Stability Ratio Caution: X(short)ecc>Widt 18.0in Thick, w/ Column Support 8.00 x 8.00in x 0.0in high DL+LL DL+LL+ST 255.0 1,005.2 psf 2,500.0 3,325.0 psf 0.000 in 15.882 in 0.000 in 0.000 in No Overturning 1.511 1.500 :1 Max Mu Required Steel Area Shear Stresses.... 1-Way 2-Way Actual Allowable 1.029 k-ft per ft 0.244 in2 per ft Vu 2.679 1.052 Vn"Phi 107.517 psi 215.035 psi Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Two -Way Shear 0.51 psi 1.05 psi 0.68 psi One -Way Shears... Vu@ Left 0.17 psi 2.68 psi 1.72 psi Vu @ Right 0.17 psi -0.80 psi -0.52 psi Vu @ Top 0.17 psi 0.17 psi 0.11 psi Vu @ Bottom 0.17 psi 0.17 psi 0.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Mu @ Left 0.07 k-ft -0.42 k-ft -0.27 k-ft Mu @ Right 0.07 k-ft 1.03 k-ft 0.66 k-ft Mu @ Top 0.07 k-ft 0.07 k-ft 0.05 k-ft Mu @ Bottom 0.07 k-ft 0.07 k-ft 0.05 k-ft Vn"Phi 215.03 psi 107.52 psi 107.52 psi 107.52 psi 107.52 psi Ru / Phi 2.2 psi 5.4 psi 0.4 psi 0.4 psi As Req'd -0.24 in2 0.24 in2 0.24 in2 0.24 in2 per ft per ft per ft per ft To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Hoag Ancillary Expansion and Renova Job # 1041317.37 Dsgnr: RR Date: 7:23PM, 27 MAY 10 r Description : Vending Machine Kiosk 7 •4- Scope: Rev: 550100 User: KW-060869, Ver 5.5.0, 25-Sep-2001 (c)1963-2001 ENERCALC Engineering Software General Footing Analysis & Design Page 2 c: \users\mibicAdesktop\hoag\landscape\calcs. Description Umbrella Awning Soil Pressure Summary I Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 255.00 0.00 357.00 0.00 0.00 Right 255.00 1,005.22 357.00 1,407.30 904.70 Top 255.00 255.00 357.00 357.00 229.50 Bottom 255.00 psf 255.00 psf 357.00. psf 357.00 psf 229.50 psf ACI Factors (per ACI, applied internally to entered loads) I ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 • Quasar S:2!5 right. te,p,.�16om 0S70 Linked. Commercial Building 0SB0 Southern Golf Club 0550 Innovations Headquarters Imainl 0S50 St Margaret's Anglican School Originally developed in 1988, the Quasar's striking form remains most popular. Quasar's futuristic design makes a powerful visual statement and catches the attention of passers-by. luasars key features at a glance — Sizes range from approximately 180 —1600 sq. ft. — Hyper -parabolic form with central support column sign flexibility customize,your installt,ation inere'ase coluifin hergr act from severa`I membrane colors membrane'type (PVC or PTFE)`, el frnishesy gutters.(with Iinear'edge), anc rdo arty,°brae sing. Type& Canopy Overall Under - Model Width Height canopy Number (Wl ft in IHl ft in (Cl ft in •. MS30 - 10'2' MS40 13'8' 11'6' 7'11' MSSO 13'11' Y2'4" 711" MS60 20'2" 14'5' 810" PASS 237" MSSO 26'11" 15'11" 8'10" MS9o. 179' - `910" MS100 33'9' 18'7" 9'10' MST20 407' 20t3' -9'10' • Monaco S'rde'Supr r1(hlf Sf;O Type & Canopy Overall Under - Model Width Height canopy Number (WIHin (HI ft in (CI ft in MSS40 13'8" 12'10' 7'11' MS050. 16'11' 14' MSS60 2012' 16'4" 8'10' MSS80 26'11" 18'4" 8'10' Type & Canopy Overall Under- Type & Canopy Overall Under - Model Width Height canopy Model Width Height canopy Number MI ft in (H)ft in (C)ftin Number (Wlftin (HI ft in (CI ft in i ✓ OS40 13'7' 11'11" 7'11' 0560 16'11' 12'1 D' 7'11' ST60 20'2" 14'7" 9'6' 0560 20'4" 15' 810" ST'7D 23'7' 45'3 96" :' .:aS70 '3'7'. -155' :B'te ST80 26'11" 16'2" 9'6' 0580 27'2" 16'11" 810' ST100 336' 18'10" 10 '18".9'910' 's" amp34'1' - 19'9' 9'10' 5T120• 407' -20'5 10'6 aS120. 40'7' - 21'10" 9'10" Fabric Type Options (all models)'. PVC {color options available}, PIPE Neon -coated fiberglass) Steel Finrsh Options tall models): Two-part paint (standard). Pouch coat, Hot -dipped galvanized, Marine Grade 316 stainless steel Wind -rating Options fall models): 90 mph as standard lupgradeable to suit Meal code requirements) Type & Canopy Overall Under - Modal Width Height canopy Number (W)ft in (H)ft in (CI ft in 711' PS40 128. 116' 7'11' PSSO 16'11' 12'4' 7'11' PS60 20'3' 14'5" 8'10' P00- 23'7' _'1511' 8'10" PS80 27' 1511" 8'10" PS100 33'9' 18'7' 9'10' PS120 40'7' 20'3" 9'10" 9irdair, Inc. constantly strives to remain at the forefront of tension membrane technology. It is for this reason Mat we reserve the right to improve/alter out model specifications without notice. • • Div S 1• Printed on 41 recycled paper. dApproaches bBirdair Birdair, Inc. 65 Lawrence Bell Drive, Suite 100 Amherst, NY 14221 USA 800-622-2246/716.633-9500/Fax: 716-633-9850 www.birdairlt.com Mak/lax maximizing membrane 1444 k Q 1 • e N ,IUrs base date 3�0 4130 overall 020 steel rod 076 CHS arm Plan H - HIGH POINT L • LOW POINT 4.8mm S.S. stay cable PVC, PVDF coated fabric. Standard colour white. O114 qHS pole 220 x 220 x 16 base plate Elevation QUASAR SERIES - 4m Square Model QS40 (Contour Edge) Permissible Design Wind Speed W33 (33m/sec) • 5810 overall 076 CHS arm 016 steel rod Section A -A Section B-B - Overall dimensions represent clearance dimensions for the complete structure. - A minimum of 100mm clearance to any buildings, poles etc. is recommended. - Dimensions are in millimetres. Membrane plate Quasar Model 0544'. Modular Systems; • Fabric work point Sfreetscape, Makllaa architectural membrane innovative sobnions Dimensions are hi millimetres. Figured dimensions take precedence. Do nol scale. �. 7:.0 Membrane bran Corporation. This drawing must not be copied, retained or used without permission Taiyo Membrane Corporation Engiineenng Franung_' s401101 12iO4. www.taiyomc.Com info@tavomccom vW z N .1 1)- vzln-.a �l n!o 900 4-M16 GALV. H.D. BOLTS WITH NUTS AND LEVELLING NUTS COG 100 PLAN 4-M16 GALV. H.D. BOLTS WITH NUTS AND LEVELLING NUTS COG 100 SL82 FABRIC TOP AND BOTTOM ELEVATION QS40 - Pad Footing I:20 AT A3 ‘VS, 4-N16 VERTICAL RIO HELIX AT 250 PITCH k 0450 T ELEVATION QS40 - Pier Footing 1:20 AT A3 3 c o U -- 05 0i of • I PERMISSIBLE DESIGN WIND SPEED : W33 (33m/s) NOTES: ASSUMED SOIL CONDITIONS: PAD - BEARING CAPACITY 10€P41 p,l1S< yrp PIER - Cu=50kPo (STIFF CLAY) MINIMUM 60mm COVER TO ALL REINFORCEMENT CONCRETE GRADE TO BE N25 20mm AGGREGATE SIZE SLUMP 65mm ANCHOR BOLT LOCATION TOLERANCES. PER AS 4100-1990 - 3mm FOR ANCHOR BOLT CENTRES WITHIN AN ANCHOR BOLT GROUP. - 6mm FOR ADJACENT ANCHOR BOLT GROUP CENTRES. - MAXIMUM ACCUMULATION OF 6mm PER 30m NOT TO EXCEEDA TOTAL OF 25mm. - 6mm FROM ANCHOR BOLT GROUP CENTRE TO COLUMN LINE CENTRE. 1 I :In!C±L X 4130 APPROX. OVERALL CAL Quasar Model; QS40 Modular S stems: Sireetsca e rc. e.ulai memhane j P ma:esoWuons 0 H.D. Bolt Layout Plan NOT TO SCALE • Ma x Dimensions are m r nneires. Figured dimensions lake precedence. Do not sae © Iawo Membrane Corcora;ion. Do not cop;, retain or use this drawing without permission Taiyo Membrane Corporation Footing Details QS40 2 i01=`o taw 0macom 03.05 .nfA•o;tewornc.cam sheet rw. NilC onsutting Engineers 5080Center abe. 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(-A% Gf5 S;risz-c, = 4 S ; ✓r fl.c,$ t i.o (ow) We've added numerous new features in devel- oping our Model 213 hotbeverage merchan- diser... like a redesigned selector panel and adjustable cup rings which let you vend any style cup, Best ofall, the Model .213 is backed by the leader in hot beveragemerchan- dises, Automatic Products, the people who build the most innovative reli- able machinesin the industry. AUNewSelectorPanel The Model 213 offers 7 hot beverage selections, manyof=which give your cus- tomer achoice of strong, medium or mild strengths. It also allov4s for two -cup size pridng, providing the flexibility Caprice each individual hot beverage selection, We've also added tactile feedback (buttons that dick when pushed) to help reassure the purchaser their selection has been entered. T oCup Size Capability. Profitability is enhanced by the choice of two dfferent cup sizes standard onthe Model 213. Your custtmt'a can choose thesize they destre„ vti. typically increases sales. Adjustable Cup Rings. Our adjustable cup rings vend any style. cup from 7 oz. up to 12 oz., inducing insulated foam cups. Fixed Filter The Model 213 has a twelve ounce brew- er with a fixed filter base that features fewer moving parts to maximize reliability and minimize service calls. More Canister Rack Configurations. You have the choice of four basic canister rack configurations for added flexibility. For example, the,Model 213.can vend up to 3 different soluble -gourmet coffeesi(SGC). 0199E Athematic Products hparnaliona4.IId Alf Rights Reamed. litho in the A. Additional Standard-eature& Our Model-213 has -five prime selections including DV exclusive Custom Select Coffee (each with three programmable strengths), plus selections for hot chocolate and SGC or soup. Otherstan- dard features ihdude easy -to -use colorcoded selection buttons, arh- ficial sweetener choices, easy -to -change selection, labels, a newhighwelocity exhaust feature, fndividualpridng for all selections, and..user-riendly%mllfng;display. Flexible. Pricing isalso standard. The Model 213 allows for: separate discountpricing, separate debit card pricing, and programma- ble winner modeffotptomothnal opportuni- ties): There's also a free vendfeature too money needed) situations where desired. Popular Option& In addition .to.all the customer -attracting featuresabove, this. machinecan accommo- date.eresh brewed tea, espresso: whipped solublegourmet:coffee, and"useyrour own mug" option — with or without a dis- count feature, There is atsoApalb Styling and Standard 24- volt or 110 volt capability for the coin mechanism or validator Other Options include aslow return vend door dampener and anlflilSlinformation retrieval and upload/dowmtoad module: Model213Cations, Modet213 Gfeatures.alarge, durable bean grinder: Moda1213DG features fwubean:grinders. Madet273lG1.6accommodatesboth-ground-to- orde and looseground toile. Model213W-Dtthas a double hopper system for loose ground regular and decaf or gourmet coffees. Mode 213; L6 accommodates loose ground coffee. Model213 Ft) offers fre zedded coffee move-- r fence.. Model 213:GEDfeatures a bean grinder and freeze dried coffee. Model"211 FDX offers four freeze dried coffees and -three-soluble hot beverages. Height: 72" Width: 3lf .ffepth:31" Shipping VVeight.-460 td 560Abs. Electrical: 120 Volts; 60 H4 116 Amps pedlications subject to change Without notice. Increase profits with V-Max" CO z 0 0 w 0 w 4 to X 2 Designed for increased capacity and package flexibility 72" Mini V-Max model holds 256 20-oz. PET bottles** 72" V-Max model holds 320 20-oz. PET bottles** 79" V-Max Model holds 380 20-oz. PET bottler Accommodates PET bottles up to 9.8" long double depth Total Can Capacity Selections Dimensions (HMO* Curved Door RO6O-DOOR Single Columns Shipping Weight* 12-oz. can 16-oz. Glass 20-oz. PET** 576 8 72" x 321/2" x 343/4" N/A 8 640 72 30 32 720 10 72" x 391/2" x 343/4" 72" x 391/2" x 321/2" 10 685; 72 30 32 840 10 79" x 391/2" x 343/4" 79" x 391/2" x 321/2" 10 750 84 36 38 *Dimensions and shipping weight will vary slightly due to manufacturing tolerances, shipping hoards and whether or not coinage is installed. "20-oz. PET capacity may vary based on the shape and size of the bottle. I 20 SERIES MODEL. 123 SNACKSH PREMIUIVI SNACKSTiOP OPENS the OCR to GREATER VERS=11 & PROPHS. he new Model 123 Snackshop taiga meichandisingion whale new level --'again. Our IrOgest 1 snack merehandiser in the 120 Series line integrates htgh-pqftmnttacafeatuces, Wee a univei3al dogic control -board point of -sale window and a "consume, :friendly' selection egos* that will truly assist you in maximizing profit potential The, Model 123 also upholds thustandard design features 1-'2 ;that have made our Snachshops,the best built, most ref fable-merchandisers.in the.incitistiy, You :svouldnt expect anything less -from the -lender in .646541-ant-merdninaliseh technology 'MODEL 123 SNACKSHOP FEATURESAND BENEFITS F UNIVERSAL LOGIC CONTROL BOARD • e universal L B allows you to uiili,e thesame board in the Series,320 A IA CARTEz-and the new geberation 223Bot Beverage Merchandiser. ",- itEsiEhilEtoRNERAttRio;Ritiaitsri The ,120 Seties,SnackshopsfeattlitzliostrAdd On" capability for Modular vending.Operate an 1Vci. vs k '35 A 1A CARTELvia a host Snackshop and bring food/frozen items to your customers with minimal investment. q "CONSUMERTRIENDLY„ SELECTION ASSEMBLY • Our redesigned selection panel is based on the consumer accepted telephone keypat Itmaltes selecting snacks and candies easier than even A Braille button,assemblyis also -available, In addition, the Scrolling message center features a •Pleici—ble:'piral_.specing for large products. 20 character display to scroll your personalized - •Pour security levels. greetings. •Six languages. MASTER MEND" KEYPAD :ARe.flutiotraimateic,d00$11(Idawri. Our programmable Master Menu°. keypad helps you set each 'PC/printer interface. V, merchandiser to your spedfica- OPTIONS An optional Braille overlay Each-00011.0B the 123 Snackshopoeofis to aid visually -impaired operators intendedto meet diecust dneeds -;; is also available. Your locations Mitioss6lig sOut gum and mint chspenstrtg EIGHT POINT STAR DRIVE Meraleati allows for convenient an umedatling mOTOR stocking of product. • Dual spiral capability allows you maxi- mluoinconterolovel the vend delivery for seoteditems • Shelf extenders for use with large single- senting snacks prevent -interference to ensure z positive mend. • Our chiller unit lowers the internal temperature by 20-t°P to protect -and extend productquality. • Conveitible shelving lets you decide the most. advantageous combination of snacks and candies. cooleyou toutilize brithnew and existingcoin mechanisms. CONFIGyRATION.CApARILITII3S The upload lincl..download,TeatlireS of the 1-23 Snackshop allow you icitexpedite,the _procees,,eftsetung-ma,severalmachinesthat are ldelitlealiTli011f4,11TA 4tAr,thanp,FEAtegitas The Mcide1113 Snaekshop-u:pbbles-the cleipx4constmctionjtatuyes you've. come to expect from the leader in snack merchandisers 'Standard leatures-incllicle: 'Heavy duty shaeentgaugc steel for the production of the cabinets ▪ (insreadtbf,plestic)shelves 'P05 window for extra revenue,generation. stisersfriendiy deliverybiMfor one hand retrievaldfiProduer_ iElitentive-diagnostics Every motor utilizes an eight point star drive desrrr that allows youto customize the stopping Position of any spiral. This APi advantage -virtually guarantees the positive delivery of even bard -to -vend items. NEXT GENERATION ELECTRONICS bur comprehensive electronics incorporate unique rogrammable function keys that allow you to ador machine operations tomeet specific location ;requirements, MULTIDROP BUS -CAPABILITIES Multi dropbus (MOB) and Micromech peripheral P I1ERCHANDSER cAiunrscretniS 0 0 0 0 0 0 0 a ID 0 • Model 123-636 Capacity as shown 502 awns. 0 0 • 0 ID e ID elm 0 0 0 ID ID 0 0 0 OS 0 S Mode 123-640 Cop* MIAOW'S 617 items 0 0 0 S 0 C ID ID 0 • 0. 0 0 Medel 12 430 C411.664Y a shown 97-162"nt Oiher confrationnevarisble. Dili ESSIONS. mlitdm-r. ' ' 7T' SHIPPING WEIGHT 'Mode 103-535 Capacithas. shown 551 items. 3B 76" 35" 5, 6 or? shelves, and up ro 70,selecoons 310 to 1261 items. includingtgnm and mint dispenser '6401.13,$),I 716 lbewlth chiller -unit ELECTRICAL REQtJIFLEMENrDS Domenic: 117VAC Mit 3AMPS ihrrertnionontosi.: 230 VAC 50 or 60Els 3AMPS CIWUJED WITERNAllONALa 230 VAC 5OHt 6AMPS A -Higher Standard. 75 West Hato Blvd. St Paul MN 55107 Pin 661-224-43911ln USA-. 1-800-523-8363 Fan 651-224-5558 authmaticproduclacom 01598A/tont Praia. mierrinend,td ProttdinUSA WWI CoVieci ContOPY sheet no. EMI Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project {}C(y, by wR- location IJL-•.Jtvsp_r 3Ef4t W . CA client tz-e F7-pNJ gr CK. eoMM 41- t I0(04- wio date job no. k . t Lut-1YNN5T USG EXPo5o R-e ri?tk 'FGip- T+ Ubt:'IT POLES". C O.& Zooi SEcnoJ 1b2-0 T Aida lb- (n CE% posy p-t Fy) TA151.C, Uc- 1 __ P .r jb-F Les V\pti) "'TATA6r fb' k 12),9- psi- z1 pSF F012- rK?QsUP- c k ¥o ✓Nt Cse-e .S *T Pit fmB,' • • ISM= pan; !ring Fnyinaarr W&3 Cat arrr, Sato 303 We/A rgeJo , GA WJ45 (370) 665-1536 Fax (310) 665-5070 bcalkm w 'no corrQ, Cli n! pt no (619c i10 rwe1) vWfip 2 ivrrtP. we-t L.`s` V .3 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title :. Dsgnr: Description : Scope: Job# Date: 1:57PM, 13 AUG 10 Rev; 550100 User: KW-060869, Ver 5.511, 25-sep-2001 (c)19B3-2001 ENERCALC Engineering Software Pole Embedment in Soil Page 1 u:11041317 - hoan memorial hospital\construct Description Light pole footing General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint 250.00 pcf 2,500.00 psf 1.000 24.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 0.00 lbs 0.000 ft 7.00 #/ft 25.000 ft 0.000 ft Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... 0.00 ft-# 2,187.50 Total Moment Total Lateral Actual 291.67 psf r Allowable 288.63 psf 2,187.50 ft-# 175.00 lbs sheet no. f Consulting Engineers 6080 Center Drive, Suite 300 Los Angeles, CA 90045 (310) 665-1536 Fax (310) 665-9070 project COA-I. L-A+J,) C� CeAreirr location by TV_ date client lob no. aw/a-R D (it/6 3to , 3) Q N� F het¢ x �4" Tt NC. ItS(414 ks a e-4R L ('tk$ti - 16 - 5 t 2001 ('OP nrl = 2S esF kilt-*, _ 471 ill ic = 2 { C z IAA _ ()SF )( Z FT ZD. CO fr x 5emz-Nc,.. P Qtva - Cse N, t") WtFr_ Ce(I .45 ;g A6w c. Er 4 M#4C ?rat 9 cf t Lf -v `° rots ct q , (9 c jpee_ s, eo O (&e /10MR14) z1/2 ` M&K c, To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope : Job # Date: 1:57PM, 13 AUG 10 Rev: 550100 User: I(VJ-060869, Ver 5.5.0, 25-Sep-2001 (01983-2001 ENERCALC Engineering Software Pole Embedment in Soil Page 1 u:f1041317 - hoop memorial hospital\construct Description Bollard pole footing General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Summary 250.00 pcf 2,500.00 psf 1.000 15.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 50.00 lbs 3.000 ft 0.00 #/ft 3.000 ft 0.000 ft Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable 152.78 psf 146.21 psf Total Moment Total Lateral 150.00 ft4 50.00 lbs