Loading...
HomeMy WebLinkAboutPlans11T[D 4PANIES O c�, A GRH COMPANY Refer to plan attachments for Garfield County Building Requirements and comprehensive list of Plan Review Notations. APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARF71ELD COUNTY DHeita I?c'' TSNENT 6Y�/W per_ RELD COPY NO !"'SECTION WTHOUT TI- D'SE PLANS ON SITE Page —as cc CT2 cc Lo CM to cl' =' c � � N C13 Li c o kq L. mRC n ,M m L2 V m m E c3 E � o O C, 111 11\\\ \.\\\\\\ \\\ `— --- \ —------- — --- — — — — — — — — — -- ---- — — — — _ — \ Local Fire District Approvals: APPLICANT SHALL CONTACT LOCAL FIRE DISTRICT FOR FIRE CODE REQUIREMENTS INCLUDING FIRE ALARM SYSTEM, FIRE EXTINGUISHERS & OTHER PERTINENT ITEMS. FINAL LETTER OF APPROVAL LETTER FROM FIRE DISTRICT REQUIRED PRIOR TO FINAL BUILDING INSPECTION & CERTIFICATE OF OCCUPANCY. v v / FLOOD PLAIN -- ---_ ELEVATION: \\ / Existing Concrete Pad 5328.9 \ / Aggregate Bin' \ Z— \ �^� Cement - Silos 3 —T— \ Building I I FFE LLin ToC.5332.00 Septic \N�>»>ti \ — a >> ! \ � Tank Pam\\ i `\ �J \ -�.". 'i—' \r�' f/4--�'�, ,;/,;///�iF // :��-•' Ov rn FLOOD PLAIN � / - ---- erhead Power L e ELEVATION: 5328.9 �— /—/� f/ �' �'N�/%%/% � \ Utility Pole — — — — _ / / Q — \ _e•••=i•H JiiJ _��_e ••• _ _ _ — //// / /' ---- -- .-------- .�,J�i_---_------ ----- _"----- � m .....•...••.. — -- _ — — — — — --- — ------------------------- — / /Z/•.i...... .....«....-r•.T. -_r , — — 9...r.za.-a�..+.........................•......:•........so..•...:.•......•..... 1n• ;llillil I: I (AW e 3 UNCC �vTV NonFlrnnnnKnow what's below. MEFffLY%fIPhLH 800.922- 1981 Call before you dig. www.uncc.org CALL 2 BUSINESS DAYS IN ADVANCE BEFORE YOU DIG, GRADE, OR EXCAVATE FOR THE MARKING OF UNDERGROUND MEMBER UTILITIES r Proposed Propane rage. Final location to be determined by Fire Marshall/ / I \ Feed Conveyor \ I Buried Water Line Project Benchmark OCALE TBD 30 0 15 30 60 Northing: — ( IN FEET ) Easting: — CONTOUR INTERVAL = 1 FOOT Elevation: — C..­. IIMIR'L-117 /AIe1m RP) ORIGINAL SHEET SIZE: 22 x 34 KEV/S/ONS Septic System: ON -SITE WASTEWATER TREATMENT SYSTEM (O.W.T.S.) PERMIT APPLICATION, REVIEW, INSPECTIONS AND FINAL APPROVALS ARE NOW ADMINISTERED BY GARFIELD COUNTY'S PUBLIC HEALTH DEPT. PROVIDE COPY OF FINAL O.W.T.S. APPROVALS/SIGN-OFF FROM PUBLIC HEALTH PRIOR TO FINAL BUILDING INSPECTION & CERTIFICATE OF OCCUPANCY, S:\PROJECTS\0087 United Companies\039 Rifle Ready Mix\Oeeign\DWG\03-Base Files\0087-039 Site Mup.dwg [C2 SITE & GRADING PLAN] 1/22/2020 3:51:40 AM a REGIS "11111110"2. RIVER CITY ^T A N 1 744 Horizon Court, Suite 110 Phone: 970.241.4722 Grand Junction, CO 81506 mm.rccwest.com Fax 970.241.8841 DRAWN BY: jel I HORIZ: CHECKED BY: idq VERT: NOTES: 1. ToC = Top Of Concrete. Finished Grade, (non —paved) assumed to be minimum of six inches (0.50') below ToC immediately adjacent to building. UNITED COMPANIES 19 )rifle heady Mix mg clan C 36' DROP CHUTE --- 233461 30' DROP CHUTE --- 233466 9,_0, 42'-7 1/4' 1000 BBL (OPTIONAL) 71'-4 1/4' 1000 BBL (OPTIONAL) 1051=1�11 9'-10' NTM w CEMENT SILO FILTER VENT (DUST COLLET OPTIONAL HIGH BIN OPTIONAL AXLE LOCATION WHEN 600 BBL CEMENT SILO SHIPS WITH PLANT - LOW BIN SIGNAL" OPTIONAL FILTER VENfi-� EIPTI13NAL AXLE LOCATION WHEN A 800 OR 1000 BBL CEMENT SILO IS SELECTED, OR WHEN SILO SHIPS SEPER€ NOTE, CEMENT SILO SHIPS SEPERATELY EMERGENCY SLID1 400 GALLON GATE (OPTIONAL) WATER RESERVOIR LOAD CELLS - OR BATCHER WITH 6' DISCHARGE FILL PIPI PPT10NAL NEAR SIDI K .k 14'-8' STEEL CLEAR LADDER, HANDRAIL, & TOEBOARDS (OPTIONAL) FILTER VENT (DUST COLLECTOR) OPTIONAL L7E/E% IL � AGG 3 AGO 2 AGG 1 10'- AGG 4 AGG BIN AND AGG BATCHER AR LINERS <OPT) LOAD CELL 4 COMPARTMENT BIN TURNFIEAO COVER (OPTIONAL) 18'-3 1/20 OVERALL AGG 33'-5, 267 TON (OPT) _7' 6` 01 1/4' ANCHOR BOLTS 8' PROJECTION --) 612' x 12' x 1' BASE PLATE 20 1r 01 0 8' o 2' J --� 1'-0' (-- L7ETA/L A PLANT BASE PLATE DETAIL 267 TON 200 TON 132 TON 65 AE0f6AT£' BATCH 40,000 #/ B 29# 8PRO ANCHOR BATS ' PROJECTION 12' x 12' x V BASE PLATE I I If 6 V-0'` 0 0 �ft --) 1'-0' I-- oETAIL JI SILO BASE PLATE DETAIL as r 2 3 1/2 " 1 1/4" DIA. ANCHOR BOLTS 8" PROJECTION 18" X 164 X 1 1/4 BASE PLATE 9" __J 1 r-It — L?ETA1L C LEG BASE PLATE DETAIL :6_RL_ I LOADING RAMP_j`I I I AN j © 2 4 6 $ IO SEE w*NOTE*w 7' ~ -- I 3 5 7 Y 4 ' • •:., t'-6' RAMP:. .:n.. 1'-6' ,. ,:. • «• , 16 1'-0• £L£VATDv I00'-0' Y . . :. .� •rFAAIP�.,:. FL,4.... . i BAR SCALE I I £L rv,4n 7N 100'--II' I I I 1 ( I I I I I I I I 5 hp LOW PRESSURE BAS£LIN£ BV6 #740-147930 I BAS£LIN£ I I I I 230V I I I I I I I I l l 460V STANDARD OPTIONAL I AERATION BLOWER (OPT) I I I I I I I I I I I 1 I I I I I I I 1 1 1 1 NEAR SIDE { NEAR SIDE I I I I I BADGER WATER METER L I J L______—._..,—.--i L......... ('-- i J k—____----J L_—.—J L..:.:_--_..—_J LJ L...._ F-- I F-- L-- -� s -- 2 (STD) 3. (OPT) j' -- J � J L—___--..:— �--- _J L-_______DVP VIEW _ L________________ ______--,_ _ _ .. - __J L______J FAR SIDE L. ____� L___ £NIT VIEW - CL7NTRL7L CABLE FT LL7NG -`-_J L04.0 CELL CABLE FT LL7NG 56'-5r FL711A1nA rrnA1 NL7TEE Z7N 1W7TEi 15'-7 7/16' -- 11'-6` 4'-4' 8'-8` --2'-7 7/16' OF COLUMNS 12`-3 9/16` 6'-6' 6'J 6-0r I 1 I I 13/-0' OF PLANT 6,-6. 1 1 1 6,-0' I �OF COLUMNS SEE DET 'C' -4X -''� SEE DET 'B' - 4X-f 17'-O' SEE DET 'A' - 6X m FL7UNDATIL7NS ANN ANCHL7R BCL TS ARE PRL7VIBEB BY McNEIL US TRUCK & MFu�, INC„ CL7NCRETE PLANT DIV PURCHASER, FOLINDATIL71VS MUST BE BUIL T 7-17 TRUE ASSUMES NV RESPONSIBILITY FL7R ERECTILN EXPENSE, - 8' TVD LEVEL AND ACCURATEL Y a7NFL7RM a 81MENS1L7NS THE CORRECTIL7N OF MINVR MISFITS AND A REASL7NABLE LIVEN ON THIS BRAWIN6 THE PURCHASER MUST AML7UNT OF CUTTING, REAMING, OR REBRILLING WILL BE 4 r TYP BETERWIVE SL71L BEARING VALUE AND HAVE CCTNSIOERED AS A NVRMAL EXPENSE 3F ERECTION, ANY F17UNPATIONS DESIGNED BY A QUALIFIED ENGINEER. ERROR 11V SHVP FABRICATION WHICH PREVENTS THE MCNEIL US TRUCK & MFG, INC:, CL7NCRETE PLANTS BI V:PRL IFER ASSEMBLINFa AND AL1671VMEIVT JF PARTS BY USE ASSUMES Nu RESPL7NSIBILITY FOR THE RESIGN L7R L IF REAMERS, BRIFT PINS, L7R CUTTING, SHALL BE STRENGTH L7F FL7U 0AT1L7NS 3R FL7R EXPENSES IMMEDIATEL Y REPORTED TV THE SELLER TV OBTAIN IN ERECTION DUE TL7 INACCURATE FIELB 41VRKAPPROVAL L7F THE IMETH170 17F CLWECTIL7N 10'-40 ___ .... 't1E11 P/N OP1SIX�i q1Y. Wf. P AL A SSY EdA!lAYOf €i DW PA. W* 70 • 0000E comp, € "*SM mm ;rwxt Am N/A °�° PLAW D, Y►MTERS J. HQIifON K 4 •.�i7if.'Iri ... hi' ., h3]'. i T Ia ICHMM me BATCHMASTER 12 W/BACK—IN LEGS >. (SPREAD) WITH RISERS DRAMM I-0- 'i •i WALL SCHEDULE MARK THICKNESS HEIGHT RATING ASSEMBLY DETAILS NOTES W1 NIA VARIES N/A -PRE-FINISHED METAL WALL PANEL ON THE EXTERIOR OF PRE-ENGINEERED WALL STRUCT. -THERMAL INSULATION FULL HEIGHT. U 0.069 OR BETTER. W2 71/4" FULL N/A •6" METAL STUDS AT 16" O. C. VERIFY GUAGE. HEIGHT -ONE LAYER 5/8" GYPSUM WALLBOARD AT NORTH SIDE OF STUDS. -PRE-FINISHED METAL WALL PANELS AT SOUTH SIDE OF STUDS. -BRACE TO BUILDING STRUCTURE. •6" THERMAL BATT INSULATION FULL HEIGHT. W2A 71141, 10'-6" N/A -6" METAL STUDS AT 16" O. C. VERIFY GUAGE. -ONE LAYER 5/8" GYPSUM WALLBOARD AT BOTH SIDES OF STUDS. MOISTURE RESISTANT AT TOILET ROOMS. -BRACE TO BUILDING STRUCTURE. -SOUND BATT INSULATION FULL HEIGHT. W3 4 7/8" 1W-6" N/A •3 5/8" METAL STUDS AT 16" 0. C. VERIFY GUAGE. -ONE LAYER 5/8" GYPSUM WALLBOARD AT BOTH SIDES OF STUDS. MOISTURE RESISTANT AT TOILET -BRACE TO BUILDING STRUCTURE. -SOUND BATT INSULATION AT TOILET ROOMS. W3A 4 1/4" 10'-6" WA •3 5/8" METAL STUDS AT 16" O. C. VERIFY GUAGE. -ONE LAYER 5/8" GYPSUM WALLBOARD AT ROOM SIDE OF STUDS. MOISTURE RESISTANT AT TOILET ROOMS. -BRACE TO BUILDING WALL. ROOM FINISH SCHEDULE ROOM FLOOR WALLS CEILING NOTES MARK NAME TYPE BASE NORTH EAST SOUTH WEST TYPE HT. 100 DRIVERSROOM F1 BI wl Wl Wl W1 Cl 10'-0" 101 SCALE OFFICE F1 BI wl W1 Wl Wl Cl 10'-0" 102 BATCH OFFICE F1 B7 W1 W1 W1 W1 Cl 10'-0" 103 CLOSET Fl Bl wl W1 Wl W1 C2 8'-0" 1 104 CLOSET Fl B1 W1 W1 W1 W1 C2 8'-0" 1 105 WOMEN'STILT ROOM F2 B1 W1 W1 Wl W1 Cl 8'-0" 106 MEN'STOILETROOM F2 B1 W1 W1 wl W1 Cl 8'-0" 107 PLANT F1 -- W3 W2 W2 W2 C3 NIA 108 AGGREGATE STORAGE F1 -- W2 W2 W2 W2 C3 NIA FLOORING BASE WALLS F1 SEALED CONCRETE B1 4" RUBBERNINYL W1 NEW GYPSUM WALLBOARD. TAPE, TEXTURE AND F2 LVT PAINT. W2 NO WALL FINISH W3 PRE -FINISHED METAL WALL PANEL, CEILING NOTES Cl NEW SUSPENDED ACOUSTIC PANEL CEILING 1 PROVIDE SOUND BATT INSULATION ON TOP OF C2 GYPSUM WALLBOARD ON 6" METAL JOISTS. TAPE, CEILING. TEXTURE AND PAINT TO MATCH WALLS. C3 EXPOSED ROOF STRUCTURE DOOR SCHEDULE DOOR FRAME DETAILS FIRE HDW NOTES NO. SIZE (W x H) MAT'L. TYPE - FINISH MAT'L. FINISH HEAD JAMB SILL RTG. 100 3/0 X 7/0 HM FL PAINT HM PAINT -- -- -- N/A 100A 3/0 X 710 HM FL PAINT HM PAINT -- -- -- NIA 101 3/0X7/0 SCWD FL STAIN HM PAINT -- -- -- N/A 102 3/0X7/0 SCWD FL STAIN HM PAINT -- -- -- N/A 103 3/0 X 7/0 SCWD FL STAIN HM PAINT -- -- -- N/A 104 3/0 X 7/0 SCWD FL STAIN HM PAINT -- -- -- N/A 105 3/0 X 7/0 SCWD FL STAIN HM PAINT -- •- -- N/A 106 310X710 SCWD FL STAIN HM PAINT -- -- -- N/A 107 3/0 X 7/0 HM FL PAINT HM PAINT -- -- -- N/A 107A 3/0 X 7/0 11 HM FL PAINT HM PAINT - -- -- NIA 107E 14/0 X 14/0 MTL OHO MFR MTL PAINT -- -- -- N/A 108 3/0 X 7/0 HM FL PAINT HM PAINT -- -- -- NIA 108A 3/0 X 7/0 HM FL PAINT HM PAINT -- -- -- NIA 108B 14/0 X 14/0 MTL CHID MFR MTL PAINT -- -- -- NIA ABBREVIATIONS ALUM ALUMINUM FG FULL GLASS FL FLUSH HM HOLLOW METAL NOTES MFR MFR. STD. FINISH MTL METAL ORD OVERHEAD DOOR SCWD SOLID CORE WOOD GENERAL NOTES 1. DIMENSIONS ARE TO FACE OF STUD, UNLESS NOTED OTHERWISE. ACCESSIBILITY KEYNOTES A 1 18" x 60" STRIKE SIDE CLEARANCE - ICC All7.1 (2003), FRONT APPROACH, PULL SIDE, FIG. 404.2.3.1, (a) A2 12" x 48" STRIKE SIDE CLEARANCE - ICC All 7.1 (2003), FRONT APPROACH, PUSH SIDE, FIG. 404.2.3.1, (b), WITH CLOSER. A3 CLEARANCE - ICC A117.1 (2003), FRONT APPROACH, PUSH SIDE, FIG. 404.2.3.1, (b), WITHOUT CLOSER. qq LATCH APPROACH, PUSH SIDE - ICC A117.1 (2003) FIG. 404.2.3.1, (g), WITHOUT CLOSER. HARDWARE 2 3 4 76'-5' 1 /2" 171-6" 14--0" 19'-0" 25'.0" 5 1 /2" (X BRACING) 30'-8" 12' 0 5' X 5' (MIN. METAL CANOPY ABOVE. 2'-0" ROVIDE SNOW SHED BARRIERS: SEE ROOF PLAN AND 21-0° z A CCESSIBLE RAMP ROOF DESIGN SHALL PREVENT ACCUMULATION EXTERIOR ELEVATIONS. z 00 A 4 W7 TO PARKING SURFACE. W1 (TYPICAL OF 2) O O OF SNOW/ICE ABOVE EGRESS DOORS. U LL Al O o a F. . CONC. 6/0 X 4/0 6/0 X 4/0 6/0 X 4/0 A o F O. CONC. - F. . STL. I I 100A - I I I I I v N ,. O Q W3A �� W3A L---- A � L - - - - - J Egress Doors &Exits: m 0 • EGRESS REQUIREMENTS AS PER 1015 I.B.C., CHAPTER 10, N W2q • LOCKS, LATCHES & LANDINGS AT DOORS PER SECTION 1010. a SCALE OFFICE • EGRESS DOORS TO COMPLY WITH ICC/ANSI A117.1- 2009 FOR ACCESSIBILITY, �Lu 0 101 • VERIFY DIRECTIONAL EXIT SIGNS AND EMERGENCY LIGHTING LOCATIONS PRIOR TO ELECTRICAL ROUGH -IN INSPECTION. w1 ! II I I I w2 x DRIVER'S ROOM 100 25 A -T- 101 4/0 X 410 A3 PLANT m 3'-8„ W3 102 107 --- Al W2A I 1 I CP O r��--- L - - - - - - - -I---- F.0.FIN Conditions of Permit at Restrooms: a I (A) BATHROOM INTERIOR FINISHES INCLUDING FLOORS, WALLS AND WALL BASES p BATCH OFFICE CLOSET (� o I SHALL HAVE A SMOOTH, HARD, NON -ABSORBENT SURFACE AND TO OTHERWISE 102 W3 I E COMPLY WITH SECTION 1203, TOILET AND BATHROOM REQUIREMENTS. I I (B) BATHROOM FACILITIES TO MEET ICC/ANSI A117.1-2009 STANDARDS FOR Wt I W2A I ACCESSIBILITY INCLUDING MINIMUM SIZE, LAYOUT, CLEARANCES, FEATURES, ETC. v W3A x I I I I I I (C) PROVIDE MECHANICAL VENTILATION & EXHAUST FAN AT BATHROOMS WITH h v MEN WOMEN I INSTALLATION AND VENTING PER MANUFACTURER'S REQUIREMENTS. m 105 106 I CLOSET W3A Ll03 103 I I rs' N F. O. CONC. 6/0 X 4!0 (X BRACING) C J H 5 112" -0" O W1 W1 LL 4, 3„ I 0 I l'-7 1 /4" T-1 1 /4" 81.7'-1 1 /4" m 0 I I I I I I I I I 0 o W1 AGGREGATE STORAGE o 108 a I I I I I CLECTRICAL RMITTING& INSPECTIONS ARE DOSTATE ELECTRICALBOARD L ROUGH IN APPROVAL IS THE T FRAMING INSPECTION FINAL APPROVAL IS T CO/FINAL INSPECTION 0 L1011A _ N F. O. STL. F. 0. STL. �- F. 0. CON'I D D - - - - - F. O. CONG. m O z o U z O W1 z UO 00 1 /2" - 2,-p„ 00 O17'-ll 1/2" 14'-0" LL19'-0" 25'-0" 51l2" LLO (X BRACING) 44'-11" O 3 5 FLOOR PLAN BUILDING CODE SUMMARY BUILDING CODE: PROJECT DESCRIPTION: IBC 2015 NEW SINGLE STORY PRE-ENGINEERED METAL BUILDING CHAPTER 3 - USE & OCCUPANCY CLASSIFICATION • CONSTRUCTION TYPE: TYPE V-B, NON-SPRINKLERED • OCCUPANCY CLASSIFICATION: B (OFFICE) AND F-2 (BLDG. MATERIALS PROCESSING) CHAPTER 5 - BUILDING HEIGHTS AND AREAS •508.3 NONSEPARATED OCCUPANCIES GROUP B ALLOWED 9,000 SF B ACTUAL 1,007.5SF F-2 ACTUAL 2,413.5 SF CHAPTER 7 - FIRE RESISTIVE CONSTRUCTION - NONE REQUIRED CHAPTER 9 - FIRE PROTECTION • 903.2.1.2 -AN AUTOMATIC FIRE SPRINKLER SYSTEM IS NOT REQUIRED, AS THE FIRE AREA>12,000 SF AND THE OCCUPANT LOAD> 300. CHAPTER 10 - MEANS OF EGRESS -TABLE 1004.1.2 OCCUPANT LOADS OFFICE (1,007.5+100) 10.10 PLANT (2,413.5 + 100) 24.14 TOTAL OCCUPANT LOAD 34.24 •1007 ACCESSIBLE MEANS OF EGRESS -PROVIDED AT EACH EXIT •1015.1 -1 EXIT REQUIRED AS OCCUPANT LOAD <49. (REFER TO FLOOR PLAN). CHAPTER 11 -ACCESSIBILITY SEE FLOOR PLAN AND TOILET ROOM PLAN CHAPTER 29 - PLUMBING SYSTEMS FIXTURES REQUIRED OFFICE W/C @ 1/25 LAV @ 1/40 MEN (5.05) 0.2 0.13 WOMEN (5.05) 0.2 0.13 SHOP W/C @ 1/100 LAV @ 1/100 MEN (12.07) 0.12 0.12 WOMEN (12.07) 0.12 0.12 MEN 0.32 WOMEN 0.32 -TBL. 2902.1 (FOOTNOTE e) AS THE OFFICE OCCUPANT LOAD < 15, A SINK IS NOT REQUIRED. IECC 2009 INSULATION REQUIREMENTS -ROOF U 0.055 OR BETTER (DOCUMENTED) WALLS U 0.069 OR BETTER (DOCUMENTED) -WINDOWS U 0,55; SHGC 0.40 -DOORS SWINGING U 0.70; ROLL UP U 0.50 -FOUNDATION R15 X 24" m 0 V! LO Lr1 I- N N Floor Plan Schedules Building Code Summary a, 0M @ f kxwl `D jDwn ject No.: 1916 ������(�1111����.77//VVVV`��N� ���,ffff /1G1 T�9�/ � ��.{. e: 11/15/19 �(% 1-+-✓�-�'v �4 g. By: meo UMIR TOTAL 3,421 SF General Notes: j. Minimum footing width = 12 inches Concrete: Reinforcement: 1. Structural contract documents shall be used in conjunction with the specifications and other k. Equivalent fluid weight = 65 pcf 1. Design and construction shall be in accordance with ACI building codes, ACI 318, ACI 302, ACI 301 1. Design, detailing, fabrication and placement shall be in accordance with CRSI, ACI codes and project documents by other disciplines. latest revisions. manuals. I. Sulfate concentrations = 0.020% - Geotechnical Recommendation for CDOT Class 1 Sulfate 2 Structural concrete members have been designedconcrete and the use of for normal weight g owners 2. Detailing and shop drawings shall be submitted to the owner or the representative prior to 2. The intent of the contract documents is to represent the completed project as a whole. Means, Exposure, Per CDOT Standard Specifications for Road and Bridge Construction, Section lightweight concrete requires approval by the owner or the owner's representative prior to delivery. delivery. methods and intermediate construction steps or fabrication to achieve a completed project and 601.04. Cement shall be one of the following job safety is the responsibility of the contractor or owner. Discrepancies or omissions between ASTM C150 Type II orV, Class C fly ash shall not be substituted for cement. 3. All structural concrete shall develop a minimum 4,500 psi (fc) compressive strength, unless noted 3. Reinforcement shall be Grade 60, fy = 60 ksi existing conditions and final completed project shall be coordinated with the architects and otherwise. 4. Welded Wire Mesh shall be Grade 65, fy = 65 ksi engineers prior to proceeding with the work. ii. ASTM C595 Type IP(MS) or IP(HS). 4. Members or slabs inside a structure not exposed to earth, weather or freezing temperatures shall 3. Temporary construction measures shall be the responsibility of the contractor iii. ASTM C1157 Type MS or HS; Class C fly ash shall not be substituted for cement. meet the requirements of ACI exposure categories FO and SO. 5. Reinforcement in all wall, grade beams and slabs shall be continuous around all corners or corner bars provided. 4. The contractor or owner shall be thoroughly familiar with the contract documents, project iv. When ASTM C150 Type III cement is allowed, as in Class E concrete, it shall have 5. Grade beams and foundation walls shall have a dampproofing applied to all surfaces exposed to 6. Lap splices shall be: requirements and site prior to commencing with construction. no more than 8 percent C3A. Class C fly ash shall not be substituted for cement. earth and weather shall meet the requirements of ACI exposure categories F1 unless otherwise 5. Reasonable means have been taken to eliminate discrepancies in or omissions from the V. ASTM C595 Type IL, having less than 0.10 percent expansion at 6 months when tested according to ASTM C1012. Class C fly ash shall not be substituted for cement. noted. a. Maximum water to cement ratio of 0.55. Air entrainment shall be 5 to 6% based on the a. Class A: i. No. 3 = 18 inches construction documents. However, should the contractor or owner find discrepancies with the nominal aggregate size. contract documents, the contractor or owner shall seek clarification from the engineer prior to vi. ASTM C595 Type IT; having less than 0.10 percent expansion at 6 months when ii. No. 4 = 24 inches proceeding with the work. tested according to ASTM C1012. b. Surfaces of foundation walls and grade beams subjected to snow and ice accumulation shall iii. No. 5 = 28 inches have the damppoofing coating extend above finish grade to the top of the foundation or grade 6. Not every condition may be detailed. Details or notes indicating typical shall apply to all situations 9. ,d Wind loads is based on a 115 mph, exposure C, mean roof height varies with building, calculated beam. Colored elastomeric product may be used in lieu of bituminous dampproffing. iv. No. 6 = 32 inches that are the same or similar to those specifically detailed. Standard construction techniques or wind stagnation pressure is 33.95 psf. standard structural requirements as outlined in the most recent codes are not reiterated in the 6. Footings, piers and other foundations members exposed to earth and below frost depth shall meet b. Class B: construction documents. j. Risk category II the requirements of ACI exposure categories FO unless otherwise noted. i. No. 3 = 22 inches 7. A scale is provided as a reference do not scale drawings. If necessary, contact the architect or 10. Seismic Design: 7. Structural concrete slabs exposed to weather, moisture and freezing temperatures shall meet the exposure requirements of F1 and should include an air entrainment target content of 7% & 6% for ii. No. 4 = 28 inches engineer to provide additional distances or measurements. j. Seismic importance factor= 1.0 nominal aggregates size of'h" and %" respectively. iii. No. 5 = 34 inches S. The contractor or owner shall verify all construction document dimensions and elevations prior to k. Soil Class D (Stiff) ( i o a. Hard -troweled or machine -troweled surface should not exceed 3 /o air entrainment. iv. No. 6 = 42 inches commencingwith construction. The contractor or owner shall take field measurements and I. SS = 0.334g confirm measurements with the construction documents. The contractor shall promptly report, to 8. Internal structural concrete slabs or structural concrete slabs not exposed to freezing temperatures 7 Lap splices shall be staggered in all directions. the engineer, error, inconsistencies or omissions discovered or made known to the contractor. m. S1 = 0.076g shall meet the exposure requirements of F0. 9. No structural member shall be cut or notched or otherwise reduced in strength unless approved n. ung asson Building Classification II 9. Sulfate concentrations, CDOT Class 1 Sulfate Exposure. Per CDOT Standard Specifications for 8. Reinforcement cover and protection: by the structural engineer. o. S& = 0.341 g Road and Bridge Construction, Section 601.04. Cement shall be one of the following a. Concrete cast against earth = 3 inches 10. The contractor or owner shall coordinate architectural, mechanical, electrical and plumbing P. Shc = 0.122g a. ASTM C150 Type II or V; Class C fly ash shall not be substituted for cement. b. Concrete cast in forms but exposed to earth orweather construction documents and notify the structural engineer of discrepancies. q. Seismic Design Category = C V b. ASType IPTM C595 T MS) or() IP HS . ( i. Greater than No. 5 = 2.5" 11. The construction documents, designs and calculations are property of TH Engineering and are to r. Fundamental Period of Vibration, Per ASCE 7-10, 12.8.2.1 c. ASTM C1157 Type MS or HS; Class C fly ash shall not be substituted for cement. ii. No. 5 and smaller:E 2" be used for the construction of this project only. The use of these documents for another project or purpose without the written consent of TH Engineering is prohibited. s. Response Modification Factors, Per ASCE 7-10, CHAPTER 12 d. When ASTM C150 Type III cement is allowed, s in Class E concrete, it shall have no more c. Walls and slabs unless noted otherwise = 2" than 8 percent C3A. Class C fly ash shall not be substituted for cement. g. Provide galvanized or plastic -footed accessories and chairs for all concrete surfaces exposed to Structural Notes: Excavation and Backfll: e. ASTM C595 Type IL; having less than 0.10 percent expansion at 6 months when tested earth, weather or view. according to ASTM C1012. Class C fly ash shall not be substituted for cement. 10. Welding of rebar shall not be permitted. Unless otherwise noted or approved by the structural 1. VAll construction shall be in accordance with the codes, requirements and regulations of the Garfield County Building Department and the 2015 International Building Code and the 2015 International 1. A representative of Huddleston Berry should be called to the site to review fill and grading to verify the material as is represented by the subsurface investigation, and observe placement of fill f. ASTM C595 Type IT; having less than 0.10 percent expansion at 6 months when tested engineer of record. Residential Code. materials. according to ASTM C1012. 11. Welded wire mesh shall conform to "Specification for Steel Welded Wire Fabric, Deformed for 2. The contractor shall have at the job site, during working hours on complete set of construction 2. The geotechnical engineer of record shall be contacted to provide specific recommendations for 10. Structural concrete slump shall be a maximum of 3 inches and a minimum of 1 inch. Slump may be Concrete Reinforcement, ASTM A 497 documents comprised of at a minimum: subgrade stabilization based up the actual conditions found at the bottom of the excavation. increased when a chemical admixtures are used, with the same or lower water to cement ratio and 12. Reinforcing steel and welded wire mesh shall be protected from debris, mud, grease or other a. One complete copy of the geotechnical investigation 3. Soils containing organics, debris our other unsuitable fill shall discarded or placed as directed by the does not exhibit segregation or excessive bleeding. elements that deter adhesion to concrete. geotechnical engineer. 11. All structural concrete shall be of stone aggregate conforming to ASTM C33 b. One complete copy of the project plans 4. Final grading around all structural elements shall provide a minimum 2% slope away from the 12. For all cement mixes, contractor shall submit a mix design for approval by the owner or the owner's Steel: c. One complete copy of the project specifications. building. The slopes shall be reviewed and adjusted as a maintenance procedure to make certain representative prior to delivery. 1. Fabrication and construction shall be in accordance with the latest AISC specifications. d. In addition to these documents one copy of all signed approved shop drawings, roof truss that positive drainage away from the structures are maintained. 13. Backfrll along all foundations walls shall not occur until the concrete has achieved 0.8 fc. 2. All steel shall be made in America plans, or other submittals shall be incorporated into the project plans. 3. All materials and workmanship shall be subject to inspection by the Garfield County Building 5. Per the geotechnical investigation, remove fill materials below the bottom of the foundation. Scarify, moisture condition and compact the subgrade in the presences of the geotechnical engineer of 14. The contractor shall submit a concrete joint plan for review and approval by the owner or the owner's 3. Mill certifications and heat numbers shall be provided to the certifying Professional Engineer Department, the owner or the owner's representative. The owner and the owner's representative record, remove any soft spots as directed by same. Provide subgrade stabilization as directed by the representative prior to placement of concrete. 4. All structural steel shapes, plates and bars shall conform to ASTM designation A572, with an Fy of 50 reserve the right to reject any materials and workmanship that do not conform with the construction geotechnical engineer of record. 15, Construction joints on soft concrete shall be cleaned by air-waterjet or brooming to remove any weak ksi. Unless noted otherwise. documents. Required material certifications and documentation shall be submitted to the owner or 6. All back fill and fills shall be properly moisture condition and provide compaction efforts to achieve layer of concrete or aggregates. Immediately before new concrete is placed, all construction joints 5. All welding shall be in accordance with the current standards for the American Welding Society. the owner's representative for approval prior to delivery of the material to the project site. compaction per the geotechnical investigation. Field moisture density test shall be conducted as shall be wetted and standing water removed. 6. All welding shall be performed byt a certified welder, as qualified by the American Welding Society. 4. Contractor submittals shall be provided to the owner or the owners representative a minimum 10 directed by the geotechnical engineer of record. 16. Concrete finishing shall be as required by the Architect or the owner's representative. Certificates shall be provided to the certifying Professional Engineer working days prior to delivery of the material to the project site. 7. The geotechnical engineer of record shall be contacted to verify and approve the use of structural fill. 17 Flatness and levelness shall be per the construction documents or as outlined in the ACI or TMS. 7. Bolts shall be ASTM A325, Fy = 50 ksi or better, unless noted otherwise 5. The contractor shall notify the owner or the owner's representative up discovery of discrepancy between the construction documents, existing conditions or materials. 8. Foundation design is based on a grade beam with spread footings maximum allowable soil pressure Particular attention shall be place around edges and ends to avoid ponding against the foundation a S. The contractor shall take reasonable care and proper handling and storage of the steel to avoid and the contractor should provide in the presence of the geotechnical engineer of record, proof rolling and CMU walls. accumulation of unnecessary dirt and foreign matter. 6. Building risk category = II of the subgrade and subbase material to indicate the bearing capacity of the material. 18. Slab thickness tolerances shall be per ACI 117 or no greater than 3/8" (thicker) and no more than''/,° 7. Loads used in design: 9. The geotechnical engineer of record shall contact the structural engineer of record should these (thin). The contractor shall adhere to the stricter of the two standards. 9. Surfaces of metal in contact shall be cleaned before assembling. The parts of members to be assembled shall be well pinned and firmly drawn together prior to beginning assembly. a. Roof Snow Load 40 psf It values change based on the geotechnical engineer's approved structural backfill. values Cold weather placement of concrete shall utilize methods to keep the newly placed concrete above 50OF 10. The drifting done during assembling shall be only that necessary to bring the parts into position, and b. Roof Live Load 20 psf Form Work: not sufficient to enlarge the holes or distort the metal. 20. The contractor shall provide protection of concrete formed elements during curing and shall protect c. Floor Live Load 40 psf 1. Forms shall result in a final structure that conforms to shapes lines and dimension of members as against: 11. Field welding will not be permitted unless shown on the plans or approved by the Engineer. d. Additionallspecial loads See Loading Sheets and calculations required by the construction documents. a. a. Heavy construction traffic 12. Structural steel members shall be erected to prevent damage to all elements of the structure and in a 8. Soil Data Used in Design 9 2. Where construction joints or other unforeseeable instances prevent forming to the requirements of b. b. Hard -wheeled traffic safe manner. members, the engineer of record shall be contacted to review and amend the construction documents 13. APre-Erection Conference will be held at least one week prior to the beginning of erection. a. Refer to Huddleston-Berry Geotechnical investigation #00256-0079, dated October 28, 2019, if required. C. c. Impact and abrasion ALL HIGH STRENGTH BOLTING AND b. The geotechnical investigation is integral to the design and the contractor shall conform to the 3. Forms shall be substantial and sufficient) tight to prevent leakage. Y 9 p 9 d. d. Imposed loads FIELD WELDING REQUIRES SPECIAL p 14. The certifying Professional Engineer may require quality assurance verification of the welds by a certified welding inspector. 9 p recommendations and requirements of the report. INSPECTOR. PROVIDE APPROVAL 4. Forms shall be properly braced or tied together to maintain shape. A e. e. Stains REPORT AT FRAMING INSPECTION 15. Thermal cutting of structural steel may be by hand or mechanically guided means (preferred). c. The geotechnical engineer of record shall be retained to review the subgrade and bearing materials to ensure conformance with the geotechnical subsurface investigation 5. Removal of forms shall not occur until such time that the serviceability and safety of the structure is f. f. Rubber tire marks 16. All surfaces shown are finished and shall have a maximum ANSI roughness height value of 500. Any recommendation. not damage by the removal. g, g. Deicers fabrication technique that produces such a finish may be used. d. The sub rade material shall be roof rolled in the presence of the geotechnical engineer of 9 p p 9 9 6. Shoring and bracing the contractor shall develop a procedure for removal off all shores. Careful h. h. Freezing 17. A variation of 1/32 inch is permissible in the overall lengths of members. p 9 record to mitigate any weakened materials not discovered during the subsurface consideration and planning shall occur in areas where workers are elevated or working on steel pans p 9 g investigation. or decking. 21. The contractor shall provide a quality control procedure to the Architect or owner's representative prior to placement of concrete. Abbreviations: e. The geotechnical engineer of record shall be retained to review and approve backfill materials and other materials associated with the foundation or foundation system. Anchorage: 22. The contractor shall utilize methods to limit slab edge curling as outlined in ACI 302.1 R APPR = Approximately HORIZ = Horizontal f. Additionally, the owner or contractor shall provide a copy of the structural design to t 1. Adhesive anchors shall be installed in concrete having a minimum age of 21 days 23. The contractor shall utilize methods to limit shrinkage potential as outlined in ACI 302.1 R ADA = Americans with Disabilities Act LONG = Longitudinal AWC = American Wood Council geotechnical engineer of record for review. 2. Adhesive anchors shall be qualified in accordance with ACI 355.4 ARCH = Architect or Architectural M = Moisture g. Allowable bearing capacity = 2000 psf OPEN -HOLE SOILS REPORT 3. Post installed anchors shall be qualified in accordance with ACI 355.2 Pre -Engineered Metal Building and Batch Plant Coordination: MAX = Maximum h. Modulus of subgrade reaction = 200 pci IS REQUIRED AT FOOTING 4. Cast in lace anchors shall meet the geometries in accordance with ASME B1.1, B18.2.1 & B18.2.6. p 9 1. The foundation plan works in conjunction with the B & C Steel plans for TPI Industrial, United BLDG = Building MIN =Minimum BOT =Bottom = On Center INSPECTION Z 006 PSF Companies, # 8896, dated October 14, 2019 and the McNeilus Batchmaster plans with updated OH OH = Overhead i. Frost depth per geotechnical engineer = 36 inches-i.---- loading from Con-E-Co dated May 10:2019. CDOT =Colorado Department of Transportation Grout: 2. The Contractor shall review, understand and be familiar the Metal Building Plans and Batch Plant CLR = Clearance PPJ = Partial Penetration Joint Anchor Rods: 1. Grout serves as the connection between the base plate and concrete pedestal and shall be Plans. CPJ = Complete Penetration Joint PEMB = Pre -Engineered Metal Building 1. Contractor shall verify length of anchor rod required to provide minimum embedment, properly designed and placed to provide solid grouting. 3. The Contractor shall confirm dimensions between the foundation plans and Metal Building Plans or q= Center Line REINF =Steel Reinforcement Bar 2. Material shall be A307, Fu = 58 ksi, Ft = 43.5 ksi, Fv = 29 ksi (OR as required by the PEMB) 2. Grout shall be a minimum of 2 times the strength of the pedestal concrete. Batch Plant Plans prior to construction of the foundation. Special attentional should be provided in locating the Batch Plant and Conveyor columns as changes may have occurred during dismantling. CONT = Continuous CJ = Control Joint 3. A minimum of 4 anchor rods shall be installed, unless noted otherwise by the PEMB. 3. Maximum grout space is 1-1/2", if more space is required the contractor shall contact the structure 4. Discrepancies shall be brought to the attention of the owner or owner's representative prior to STD =Standard DID = D Density B' Y 4. Anchor roads may be galvanized by either hot -dip galvanizing process (ASTM 153) or the mechanical engineer of record. commencing with the associated work. EF = Each Face T&B = Top and Bottom galvanizing process (ASTM B695). 5. Metal Building Plans and the Batch Plant existing conditions shall govern in the case of TB&M = Top, Bottom and Middle EW =Each Way TRAN =Transverse 5. Drilled hole & epoxy or mechanical embedded anchor rods or bolts shall not be used. discrepancies. EQ SP = Equal Space T= Typical 6. Prior to placement of anchor rods, the contractor shall prepare an anchor rod template for use in 6. Structural steel members shall be erected to prevent damage to all elements of the structure and in a ELEV = Elevation THK = Thick locating and securing the anchor rods during placement of concrete. safe manner. FF = Finish Floor T&B = Top & Bottom 7. Prior to placing concrete and after concrete placement, the anchor rod locations and elevation shall FG = Finish Grade FND = Foundation UNO =Unless Noted Otherwise be verified by construction surveyor. FTG = Footing 8. Prier to erection, the anchor rods shall be cleaned of concrete and threads protected from damage. VERT =Vertical 9. Variation in dimensions between centers of anchor rods within a group shall be less than 1/8 in. GR = Steel Grade WT = Weight 10. Variation in a centerline line through a group of anchors shall be less than or equal to 1/4 in. 11. In lieu of the design contained within the construction documents. The contractor may submit for review and approval the three common methods of setting elevations: Setting Nuts and Washers, Setting Plates and Shim Stacks ��pL448f 3 i ##t3Fdi { eem 14-20'e 1■N JOU Q N � a O rrn o W O o 0- Zz U w ii F Z w Q c�i 'z 0 2p ZP QN W y LL s N W W w X U) Z m CO Lww o w Z z 0 } > co �(D Z w LU< wa Z m= ¢� ahl 0 Lr) U� U M a Uo� a N� H J 0 J N O m0 a Z =z d 1 O = U 0 #n o U 00 _J N Lu 0 LL W H Z Z) S-01 SHEET 1 OF W 0 Z 24'-12" 5'-9" 1 BLD \2 LB D) 3 BLD 4 BLD 5 BLLD J I - 1T-112" 14'_0. 19'_0.--25'-5Z" METAL BUILDING OUTLINE ZZ-------- i A 1000 CEMENT _ SILO B j. c o 800 AUXILIARY �_ ' SILO _ — za,-71 1 c cl - CONVEYOR i 1 15'-72' 15'-72' 31'-3" 54'-3" - ABLD �4�gka4�tt(€phy�^i-t(l�tdE&per 11-14-24 J g 8 O z U W z z0 m LA N 3 y Uo Q O 'p o W W w lz L) � p j J a - 2 a v) a a .- U z LL_ U) m O w 0 inx O H m z z:ox D a m U a c� mw W w rz ~2 � z mw N H rn Lu r� a m 0 U� � M oa oN NO i i 44 11 ':::,,', ~ J ^ k � J O 0L.L N.r TOWER #1 FOUNDATION a z 28"0 PEDESTAL J N O SEE DETAIL F/S-02 JO 06 (�o- OV TYP OF 2 � STEEL PLATE w >S-05 Q z � Q SEE DETAIL I/ =ZO z TYP. OF 2 d U co U 38'-72" - -- 35'-42" - - - f 0 � O Lu LL o N LU 74'-0a O z FOOTING A ? 18" THICK BATCHMASTER 12 FOUNDATION PLAN Q J SCALE: 1/4" = 1'-0" n SHEET IDENTIFICATION S-02 SHEET 2 OF 8 A 3T-0" 4 \ 18'-6" f 5-9" 3" CLR ALONG ALL EDGES SILO COLUMN & BASE PLATE BY MANUFACTURER OWNER TO CONFIRM CENTER OF BASE PLATE CONFIRM TOP OF PEDESTAL WITH OWNER. MAX PEDESTAL HEIGHT = 80". PROVIDE MAXIMUM 1-1/2" GROUT AS REQUIRED FOR LEVELING 3'-6"+/- PEDESTA 36" FROST DEPTH MIN. 1'-6" THK FTG STEEL EMBED PLATE SEE DETAIL 36" 0 PEDESTAL (TYP OF 8) 12 - #6 VERTICALS #3 TIES @ 6" O.C. \ 11 CLR. TYP. L 1 -03 CONSTRUCTI4 tj P BOTTOM REINFORCEMENT PER PLAN ]►l�All�tl TOP 3" CLR. TYP. -3" CLR. TYP. REINFORCEMENT PFR PI AN -IU 'JU- [SCINU 36"0 PEDISTAL REINFORCEMENT S-03 SCALE: 1/2" = V-0" 29 I (4)#6 n -14' CONFINEMENT BARS 11" CLR.dBOTTOM. WITH MIN. 10" 90' BEND AT 2 EMBED AND TIE INTO TING AT BOTTOM STEEL LAYER -/ 14" MIN. SPLICE 2 9 0 T-0" 0 PEDESTAL (TYP. OF 8)X @ 6" O.C. ROTATE SPLICES 1 PEDESTAL SECTION S-03 SCALE: 1/2" = V-0" -32'-102" - 74'-0" - - LATERAL BARS #6 @ 14" O.C. (TOP) r- #6 @ 14" O.C. (BOT) -- LONGITUDINAL BAR DIRECTION FOOTING A REINFORCEMENT SCALE: 1/4" = V-0" GRID 20"X1'-8"X1" STEEL EMBED PLATE 8 CONFIRM SIZE OF SILO BASE PLATE 10" PRIOR TO CASTING EMBED PLATE INTO GRID PEDESTAL 1`I01, 3'-0" 0 PEDESTAL 81, CENTER SILO COLUMN BASE PLATE ON CENTER OF PEDESTAL �B� 1000 CEMENT SILO EMBED PLATE S-03 SCALE: 1/2" = V-0" GRID l'-4"X1'-4"X1"STEEL EMBED PLATE 10" CONFIRM SIZE OF SILO BASE PLATE PRIOR TO CASTING EMBED PLATE INTO GRID '_ - T - '' PEDESTAL % „ 8 ` , T-0" 0 PEDESTAL 10" CENTER SILO COLUMN BASE PLATE ON \ CENTER OF PEDESTAL C 800 AUXILIARY SILO EMBED PLATE S-03 SCALE: 1/2" = V-0" 35'-42" SILO COLUMN & BASE PLATE BY MANUFACTURER OWNER TO CONFIRM CENTER OF BASE PLATE CONFIRM TOP OF PEDESTAL WITH OWNER. MAX PEDESTAL HEIGHT = 80". PROVIDE MAXIMUM 1-1/2" GROUT AS REQUIRED FOR LEVELING 12" CLR. TYP. 3'-6"+/- PEDESTAL 36" FROST DEPTH MIN. 2 S-C THK FTG BOTTOM REINFORCEMENT PER PLAN 12" CLR.- 1'-8" 0 PEDESTAL (TYP. OF 6) 5'-6" z O U w 0 26' 0" m J w J STEEL EMBED PLATE SEE DETAIL 1'-8"" 0 PEDESTAL (TYP OF 8) 6 - #6 VERTICALS #3 TIES @ 6" O.C. CONSTRUCTION JOINT 3" CLR. TYP. L 3" CLR. TYP. TOP REINFORCEMENT / 10" 90" BEND PER PLAN D 20"0 PEDISTAL REINFORCEMENT S-03 SCALE: 1/2" = V-0" 646 WITH MIN. 10" 900 BEND AT BOTTOM. EMBED AND TIE INTO FOOTING AT BOTTOM STEEL LAYER f 6" MIN. SPLICE 1'-5" 0 #3 X @ 6" O.C. ROTATE SPLICES 2 PEDESTAL SECTION S-03 SCALE: 1/2" = V-0" 5'-6" r CONVEYOR TOWER BASE PLATE BY MANUFACTURER OWNER TO CONFIRM CENTER OF BASE PLATE CONFIRM TOP OF PEDESTAL WITH OWNER 12" CLR. TYP. - 3'-6"+/- PEDESTAL 36" FROST DEPTH MIN. 1'-6" THK FTG BOTTOM REINFORCEMENT PER PLAN GRID 3 STEEL EMBED PLATE SEE DETAIL H/S-03 2'4"" 0 PEDESTAL (TYP OF 2) 6 - #6 VERTICALS #3 TIES @ 6" O.C. CONSTRUCTION JOINT 3" CLR. TYP. \ • \ -Al- - 3" CLR. TYP. TOP REINFORCEMENT ! / 10" 90° BEND PER PLAN YOR 1 TOWER PEDESTAL REINFORCEMENT SCALE- 1/2" = V-0" 1'-2"X1'-2"X1" STEEL EMBED PLATE CONFIRM SIZE OF SILO BASE PLATE -- �- -- PRIOR TO CASTING EMBED PLATE INTO 7" PEDESTAL GRID ! \ . 7„ V-8" 0 PEDESTAL 3"-- CENTER SILO COLUMN BASE PLATE ON CENTER OF PEDESTAL E 1000 CEMENT SILO EMBED PLATE S-03 SCALE: 1/2" = V-0" asr Z � � Q N (oQ 0 F p U o �rn O p a— O z � w of Z Z W Q UZ 3 o W v Z Z m W= LLT N I~yIm W x U) c� m m� ❑ww ❑ Z m > H Z-O, T V7= Z= ❑= mw F a O H 0¢ U a U H O No J U" U M 0� cjN-, cj �Q) a Z ~ N 0 J J m Q U LU Lu j 0 Q C7 a =0 U z O U Ln 00 � F- Q Q LLJ N Q CO Z SHEET ENTIFICATION S-03 SHEET 3 OF 8,_�y