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CEREAL ST 20701_BLDG-2019-0240
DESIGN CALCULATIONS FOR: COMMERCIAL MODULAR FOUNDATION SYSTEM (REF:STATE OF CALIFORNIA APPROVED COMMERCIAL MODULAR FOUNDATION SYSTEM SPA NO. 30-7F) PROJECT: 24'x60' MODULAR OFFICE BUILDING SKYDIVE ELSINORE 20701 CEREAL STREET LAKE ELSINORE, CALIFORNJA_92530 � f PREPARED FOR: MANAGING BUSINESS SOLUTIONS P.O. BOX 1492 LAKE FOREST, CALIFORNIA 92609 4 FEB0 2UPR"i �)F Z'3 , A-,"Plu- c 08 SOUTH 600 EAST ACUMENT # B RAP,M LET 802D (801)571-9877 Engineering, COVER SHEET 1 ROOF LIVE LOAD: ,v 20 PSFTA AdIM L-� "' v 2016 CBC DESIGN LOADS 2 FLOOR LIVE LOAD: 50 PSF IMPORTANCE FACTOR: 1.0 PAD CAPACITY 6 PARTITION LOAD: 15 PSF RISK CATEGORY: 11 PAD/PIER SPACING 7 ULT. WIND SPEED/ 110 MPH, SPECTRAL RESPONSE COLUMN SUPPORTS 8 EXPOSURE: EXP'C' ACCELERATION: (Ss) 2.391 g SEISMIC PIER QTY. 11 ALLOWABLE SOIL (S1) 0.967 g STATE APPROVAL A.01 BEARING PRESURE: 1500 PSF SITE CLASS: D Title to these calculations remains with ACUMEN ENGINEERING, INC.The information herein is for the sole use of MANAGING BUSINESS SOLUTIONS and shall be held confidential. Re-use or reproduction in whole or in part is prohibited. Acumen Engineering, Inc. JOB TITLE 24'x 60'Commercial Modular 12808 South 600 East Foundation Dtj!qn Draper, UT 84020 JOB NO. SHEET NO. 801-571-9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY......................................... DATE www.struware.com Code Bomb Code: ASCE 7-10 Occupancy: Occupancy Group= B Business Risk Category& Importance Factors: Risk Category= 11 Wind factor= 1.00 Snow factor= 1.00 Seismic factor= 1.00 Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr Building Geometry: Roof angle (0) 0.25/12 1.2 deg Building length(L) 60.0 ft Least width (B) 24.0 ft Mean Roof Ht (h) 14.0 ft Parapet ht above grd 0.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf- 20 psf 200 to 600 sf. 24-0.02Area,but not less than 12 psf over 600 st 12 psf ELQM Typical Floor 50 psf Partitions 15 psf Acumen Engineering, Inc. JOB TITLE 24'x 60'Commercial Modular Draper, LIT 84020 JOB NO. SHEET NO. 801-571-9877 CALCULATED BY DATE-.---- acumeneng@msn.com CHECKED BY DATE Wind Loads : ASCE 7- 10 Ultimate Wind Speed 110 mph Nominal Wind Speed 85.2 mph Risk Category 11 Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Nh case 0.849 i Type ofroof Gable Topography Flat Hill Height (H) 0.0ft H< 15ft;expC Half � �Hill O.O .'� � �1�U ' � | ActumH/Lh = 0.00 UneH/Lh = 0.00 K8odifiedLh = O.Oft ESCARPMENT From top of crest: x= 50.0ft ' Bldg up/down wind? downwind v\z/ H/Lh= 0.00 K,= 0.000 VW u/Lh= O�OO K�= O.00U ' ��Lh= 00O N^= 1UO�� ' H At Mean Roof Ht: Nzt=(1+K,P�A)^2= 1.00 Gust Effect Facto Flexible structure if natural frequency<1Hz(T"1uecnnd). h= 14.0ft However,if building h/B°4 then probably rigid structure(rule ofmomu). B= 24.0ft h/B= U.58 Rigid structure /z(O.8h)= 15.0h G= 0.85 Using rigid structure default Riald Structure Flexible or Dynamically Sensitive Structure � e= 0.20 Natural Frequency (qh)= 0.0Hz t = 500ft Damping ratio(8)= O Zm"= 15ft /b= 0.65 c= 0.20 /o= 0.15 gu.g,= 3.4 Vz= 92.9 L,= 427.1 ft N,= 0.00 {]= 0.94 R"= 0.000 lz= 0.23 Rm= 28.282 q= 0.000 h= 14.0ft G= 0.89 use G=O.85 Re= 28.282 q= 0.000 RL= 28.282 q= 0,000 = 0.000 R = 0.000 � G = 0.000 � � I i Acumen Engineering, Inc. JOB TITLE 24'x 60'Commercial Modular 12808 South 600 East Foundation Desi n Draper, UT 84020 JOB NO. SHEET NO. 801-571-9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY DATE Wind Loads -MWFRS hs60' (Low-rise Buildings) Enclosed! ap`rtialiy enclosed only Kz= Kh(case 1)= 0.85 Edge Strip (a)= 3.0 ft Base pressure(qh)= 22.4 psf End Zone (2a)= 6.0 it GCpi= +/-0.18 Zone 2 length = 12.0 ft Wind Pressure Coefficients CASE A CASE B 9=1.2 deg Surface GC f w/-G i w/+GC i GC f w/-GC i w/+GC i 1 0.40 0.58 0.22 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1 E 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 13.0 4.9 -6.0 -14.1 2 -11.4 -19.4 -11.4 -19.4 3 -4.2 -12.3 -4.2 -12.3 4 -2.5 -10.5 -6.0 -14.1 5 13.0 4.9 6 -2.5 -10.5 1 E 17.7 9.6 -6.7 -14.8 2E -19.9 -27.9 -19.9 -27.9 3E -7.8 -15.9 -7.8 -15.9 4E -5.6 -13.6 -6.7 -14.8 5E 17.7 9.6 6E I 1 -5.6 -13.6 Pr a anet Windward parapet= 0.0 psf (GCpn= +1.5) Windward roof Leeward parapet= 0.0 psf (GCpn=-1.0) overhangs= 15.6 psf (upward)add to windward roof pressu re re Horizontal MWFRS Simple Diaphragm Pressures(psf) VINDWARa Transverse direction(normal to L) OVERHANG WITDWARD ROOF LEEWARD ROOF Interior Zone: Wall 15.4 psf VERTk:AL Roof -7.2 psf End Zone: Wall 23.2 psf Roof -12.1 psf ** Longitudinal direction(parallel to L) -- Interior Zone: Wall 15.4 psf TRANSVERSE ELEVATION End Zone: Wall 23.2 psf ({- 9t-iWINDWAaDRooF yFILEEWARD RGOF ** NOTE:Total horiz force shall not be less than that determined i i ! t 1 I VERTICAL by neglecting roof forces(except for MWFRS moment frames). or ZONE 2 The code requires the MWFRS be designed for a min ultimate -- force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. LONGITUDINAL ELEVATION Acumen Engineering, Inc. JOB TITLE 24'x 60'Commercial Modular 12808 South 600 East Foundation Design Draper,UT 84020 JOB NO. SHEET NO. 801-571-9877 CALCULATED BY DATE acumeneng@msn.com CHECKED BY DATE Seismic Loads: ASCE 7- 10 Strength Level Forces Risk Category: II Importance Factor(1): 1.00 Site Class: D Ss(0.2 sec)= 239.10%g S1 (1.0 sec)= 96.70%g Fa= 1.000 Sms= 2.391 So= 1.594 Design Category= E Fv= 1.500 Sml = 1.451 SD,= 0.967 Design Category= E Seismic Design Category= E Number of Stories: 1 Structure Type: Light Frame Horizontal Struct Irregularities: No plan Irregularity Vertical Structural Irregularities: la)Stiffness Irregularity—Soft Story Flexible Diaphragms: Yes Building System: Cantilevered Column Systems detailed to conform to the requirements for: Seismic resisting system: Steel special cantilever column systems System Structural Height Limit: 35 ft Actual Structural Height(hn)= 14.3 ft See ASCE7 Section 12.2.5 for exceptions and other system limitations DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient(R)= 2.5 Over-Strength Factor(t2o)= 1.25 Deflection Amplification Factor(Cd)= 2.5 SDS= 1.594 Sol= 0.967 p=redundancy coefficient Seismic Load Effect(E)= p QE+/-0.2SDs D = p QE +!- 0.319D CIE=horizontal seismic force Special Seismic Load Effect(Em)= 00 QE+/-0.2SDs D = 1.3 QE +!- 0.319D D=dead load PERMITTED ANALYTICAL PROCEDURES Simplified Analysis -Use Equivalent Lateral Force Analysis Equivalent Lateral-Force Analysis - Permitted Building period coef. (Cr)= 0.020 Cu= 1.40 Approx fundamental period(Ta)= Crhn= 0.147 sec x=0.75 Tmax=CuTa= 0.206 User calculated fundamental period(T)= 0 sec Use T= 0.147 Long Period Transition Period(TL)= ASCE7 map= 4 Seismic response coef.(Cs)= SDsI/R= 0.638 need not exceed Cs= Sd9 i/RT= 2.630 but not less than Cs= 0.5`S11/R= 0.193 USE Cs= 0.638 Design Base Shear V= 0.638W Model&Seismic Response Analysis - Permitted(see code for procedure) ALLOWABLE STORY DRIFT Structure Type: A11 other structures Allowable story drift= 0.020hsx where hsx is the story height below level x f Single d Configuration Calculations: Bearina Pad Capacity Calculations: Species: P.T DF-L#2 Assumed Bearing Capacity: (Bj 1500 psf Cross Sectional Area: (Ap) 16.9 in' Section Modulus: (SX,P) 4.2 in' Pad Specifications (T� x (WO x (LP) Nominal: 2 x 12 x 24 Assume Load on Pad is Centered Actual: 1.5 x 11.25 x 24 Load Width on Pad: (L,k) 10 in Pad Cantilever: (CO 7 in L.p --- Fti = 900 x 1.2 x 1.25 x 0.8 = 1080 psi C-PIC L.w CP (CD) (Cfj (c) F, = 180 x 1.25 x 0.8 = 180 psi (CD) (G) W Uniform Distributed Load:W= (E�/ 144)x WP 117 pli Maximum Moment: Mmax=0.5 x W x CP 2871 lbs Allowable Bending Stess:fb= MR,./SX,P 681 psi a Fe =>OK in Bending Maximum Shear:Vmax =W x Cp 820 Ibs Allowable Shear Stess:fv= 1.5 x(Vmax/AP) 73 psi < F,; _>OK in Shear _>Capacity of Each Pad is: 3000 Ibs PAD/PIER SPACING Input Data: Roof Live Load: (RI) 20 psf Roof Dead Load: (Rd) 6 psf Exterior Wall Dead Load: (Wd) 5 psf Floor Live Load: (Fl) 50 psf Floor Partition Load: (Fp) 15 psf Floor Dead Load: (Fd) 7 psf Module Width: (W) 11.83 feet Sidewall Height: (H) 8 feet Pad/Pier Capacity at Interior Main Rails: (Pi) 3000 lbs Pad/Pier Capacity at Exterior Main Rails: (Po) 6000 lbs Calculations: Weight of Exterior Wall:We= (Wd x H) 40 plf Load Acting on Outside Chassis Main Rails: Wo= ((RI+Rd+FI+Fp+Fd)(W/2))+We 620 plf Maximum Spacing of Piers on Outside Main Rails: S= Po/Wo 9.68 feet Load Acting on Inside Chassis Main Rails: Wo= ((FI+Fp+Fd)(W/2)) 426 plf Maximum Spacing of Piers on Inside Main Rails: S= Pi/Wi 7.04 feet Column Support(END COLUMM: Input Data Tributary Width: (Tw) 11.83 ft End Column Tributary Length: Te g ( ) 30 ft Live Load: (LLr) 20 psf Dead Load: (DLr) 6 psf Calculations: Roof Tributary Area:Ar=0.5 x Tw x Te 355 sq. ft. =:> Ar>200 Live Load(Rle)is Reducible: 24-0.02Ar 17 psf Column Load:(Pe) Pe =(Rle+Rd)x Ar 8128 Ibs Pier Capacity: (Cpier) 6000 Ibs Oty of Piers: Npiers=Pe/Cpier 1.35 -) Use 2 Try(1)2x12x24 Spreader Over(2)2x12x24 Bearing Pads Placed Transverse to Spreader at Each Pier t Bearinsa Pad Capacity Calculations: Species: P.T DF-L#2 Actual Bearing Pressure: (BP) Cross Sectional Area: (Ad 16.9 in2 BP=0.25Pe/((WP x LP)/144) = 1084 psf Section Modulus: (Sx,P) 4.2 in Pad Specs (T P) x (WP) x (LP) Assume Load on dad is Centered Nominal: 2 x 12 x 24 Load Width on Pad: (LW) 12 in Actual: 1.5 x 11.25 x 24 Pad Cantilever: (CP) 6 in F ' - = L- 900 x 1.25 x 1.2 P b 5 x 0.8 1125 psi (CD) (CfU) (CI) Lw C=P. e. F,; = 180 x 1.25 x 0.8 = 180 psi (CD) (C+) Allowable Pressure: W =(BP/ 144)x WP 85 pli Maximum Moment:Mmax=0.5 x W x CP` 1524 Ibs W Allowable Bending Stess:fb= Mmax/Sx,P 361 psi < Fe OK in Bending Maximum Shear: Vmax =W x CP 508 Ibs Allowable Shear Stess:fv= 1.5 x(Vmax/AP) 45.2 psi < F„' OK in Shear Assumed Bearing Capacity: (Bc) . 1500 psf > BP = OK in Bearing Soreader Capacity Calculations: Species: P.T DF-L#2 Actual Pad Pressure: (Pc) Cross Sectional Area: (AP) 16.9 in' P.=CbP/((WP x 0.5LP)/144)= 2167 psf Section Modulus: (Sx,P) 4.2 in Pad Specs (TP) x (Wp) x (LP) Assume Load on Pad is Centered Nominal: 2 x 12 x 24 Load Width on Pad: (LN,) 10 in Actual: 1.5 x 11.25 x 24 Pad Cantilever: (CP) 7 in Fb' = 900 x 1.25 x 1.25 x 0.8 = 1125 psi Lp (CD) (Cf,) (C) C=P Lw Gp Fv = 180 x 1.25 x 0.8 = 180 psi (CD) (CI) Allowable Pressure: W = (P,/ 144)x WP 169 pli E= Maximum Moment: Mmax =0.5 x W x CPz 4149 Ibs W Allowable Bending Stess: fb =Mmax/Sx,P 983 psi < Fe =:> OK in Bending Maximum Shear: Vmax =W x CP 1185 Ibs Allowable Shear Stess:fv = 1.5 x(Vmax/Ad 105 psi < F,; =:> OK in Shear ( 0 Column Support {INTERIOR COLUMN: Input Data Tributary Width: (Tw) 11.83 ft Interior Column Tributary Length: (Ti) 30 ft Live Load: (LLr) 20 psf Dead Load: (DLr) 6 psf Calculations: Pad Capacity: (Cpad) 3000 Ibs Pier Capacity: (Cpier) 6000 Ibs Roof Tributary Area:Ar=0.5 x Tw x Ti 355 sq.ft. — Ar>200 Live Load (LLr) is Reducible: 24-0.02Ar 17 psf Column Load: (Pi)_ (LLr+ DLr)x Ar 8128 Ibs Qty of Pads: Npads= Pi/Cpad 2.71 Qty of Piers: Npiers= Pi/Cpier 1.35 Us e 9000 LB.COLUMN SUPPORT INTERIOR FLOOR RIM COLUMNS JOISTS J5 y r (2) 60000 Asyl-IETRIG STEEL PIERS 2x12x30" P.T. SPREADERS (3) 2xl2x2�4" P.T. PADS Al r SEISMIC PIER QUANTITY Input Data: Design Wind Pressure: (P) 16 psf Seismic Load Factor: (SI) 0.638 W Roof Dead Load: (Rd) 6 psf Floor Dead Load: (Fd) 7 psf Exterior Wall Dead Load: (Wd) 5 psf Roof Live Load used in Seismic Calculation: (RI) 0 psf Partition/Fixture Load used in Seismic Calculation: (Pd) 5 psf Floor Live Load used in Seismic Calculations: (FI) 0 psf Building Length: (L) 60 feet Building Depth: (D) 23.67 feet Exterior Wall Height: (H) 8.5 feet Roof Depth: (R) 3 feet Floor O Depth: 0.67 feet P i . Skirting !Foundation Height: S 2.33 feet 9 ( ) Miscellaneous Loads: (MI) 1000 Ibs Calculations: Transverse Load: Base Shear Due to Wind: Vw= P x(R+ F+ H+S/2)x L 12802lbs Base Shear Due to Seismic: Vs= (SI)(((LxD)(Rd+Fd+Ri+Pd+FI))+ ((L+D)x2xHxWd))+MI) 21485 Ibs Governing Transverse Base Shear:(Vt) 21485 Ibs Longitudinal Load: Base Shear Due to Wind: Vw= P x(R+ F+ H +S/2)x D 5050lbs Base Shear Due to Seismic: (Vs) 21485 Ibs Governing Longitudinal Base Shear.(VI) 21485 Ibs (cont.) SEISMIC PIER QUANTITY (cont.) Lateral Restraint Capacity Lateral Design Capacity of Restraint About Minor Axis:Vy 1137 lbs lj Lateral Design Capacity of Restraint pre", 61 About Major Axis:Vx 1602 lbs Lateral Restraint Quantity In Transverse Direction: Nt=Vt1Vy 18.90 say 19 In Longitudinal Direction: Nt=VINx 13.41 say 14 Total Quantity of Restraints Required: 19 Restraints --V t,4 ee zz� 1 ENGINEERED FOUNDATION PLAN C.P. SEISMIC PIER SPA 30--'7F FOR: CENTRAL PIERS, INC. 284 N. THORNE AVE. FRESNO, CA 93706 559-268-0828 BY: ROCK SOLID ENGINEERING, INC. 1100 MAIN STREET, SUITE A WATSONVILLE, CA 95076 831-724-5868 ,eQOFESSj, STATE APPROVAL i � NO.60245 * COMMERCIALIM10T)ULAR'C'O^.IXIRRCTAL COACH FOUNDATION SY",0:M CIVIL. HEALTH AND SAI'Ll Y CO DI'l,scCT1ORT 18551 CAUFn4 Afl RUVLD APPT'OVAL DOTS\OT ATIT1101?7r OP APi'ROVE AT'lY OhllStiit)Ns CIR S7Ft�t;t'i�trN I t:i!'t Id'QI'JM-ftit'N'1`S of Al PLICABLE SIA'I`L LAWS AN,?Kti<,ULA'1JOI:S STATE OF CAI ll'O"N'TA DLPARTMEN'T Or CIi5U51_V X,iL DE FLOPMENT DIVISION OF COP!'S A;1;S'T'ANrlAT'DS RY DATE REV. DATE BY COMMENTS s d 04/25/18 YW UPDATE T0 .2016 CBC/CRC 01/04/15 YW REVISION TO TABLE, PAGE F5 0� 02/25/14 YW r UPDATE TO 2013 CBC/CRC 2LOCK SOLID ENGINEERING, INC. ENGINEERED FOUNDATION PLAN SHEET Fl CENTRAL PIERS - SPA 30-7F OF 6 GENERAL NOTES: 4. CONCRETE FOUNDATION PAD REFERENCE: CALIFORNIA CODE OF REGULATIONS, TITLE 25 A.2500 PSI AT 28 DAYS AS TESTED AND MANUF. BY STARLITE CHAPTER 16. WEIGHT CONCRETE. 5. PRESSURE TREATED FOUNDATION PAD 1. DESIGN LOADS SHALL BE CONSISTENT WITH LOCAL REQUIREMENTS WHERE A. 3/4 INCH A.P.A. 48/24 EXTERIOR P.S.I.-83 CC. PLUGGED, INSTALLED. THE FOLLOWING DESIGN LOADS ARE INCORPORATED HEREIN: NER—QA397,PRP-108. FLOOR lJVE LOAD: 50 PSF 6. ATTACHMENT TO EXISTING CONCRETE SLAB ROOF LIVE LOAD: 30PSF — 100 PSF AS LISTED IN TABLE SHEET F5 THE C.P. SEISMIC PIER MAY BE ATTACHED TO AN EXISTING COMPETENT BASIC WIND SPEED & EXPOSURE: 110-120 MPH. SEE TABLE SHEET F5 CONCRETE SLAB OR CONCRETE FOOTING ACCORDING TO THE FOLLOWING SEISMIC DESIGN CATEGORY: E CRITERIA: SITE CLASS D Ss=1.5 Sds=1.4 Fa=1.4 1. ATTACH WITH TWO 5/8"DIAM. REDHEAD WEDGE ANCHORS THIS DESIGN NOT INTENDED FOR USE IN FLOOD HAZARD AREAS. 2. MINIMUM EMBEDMENT = 2.5" 2. FOOTINGS ARE TO BE SUPPORTED BY EITHER FIRM, UNSATURATED, 3. MINIMUM CONCRETE THICKNESS = 33/4" UNDISTURBED SOIL OR COMPACTED FILL, ASPHALT OR CONCRETE. 4. MINIMUM EDGE DISTANCE = 2" FOOTINGS ARE DESIGNED FOR 1500 PSF BEARING CAPACITY AND SHALL BE COMPATIBLE WITH LOCAL SOIL CONDITIONS. ALL FOOTINGS SHALL BE COACH SIZE NOTES: FOUNDED IN ACCORDANCE WITH H.C.D. GUIDLINES AND TITLE 25. 1, UNLESS APPROVED BY ROCK SOLID ENGINEERING, INC., THE 3, STRUCTURAL STEEL: ROOF PITCH SHOULD NOT EXCEED: A. SHALL CONFORM TO ASTM A36 Fy = 36 KSI MINIMUM. A. SINGLE WIRES: 3:12 B.SHALL BE FABRICATED ACCORDING TO AISC SPECIFICATIONS. B. DOUBLE AND TRIPLE WIDES- 3:12 AS LISTED C. SHALL BE WELDED ACCORDING TO AWS SPECIFICATIONS: TABLE SHEET F5 IN i. ELECTRODES: E70 2. FOR ANY COACH SIZE OTHER THAN AS SHOWN ON THIS PLAN OR ii. PLATES: ASTM A36 REFERENCED IN THE TABLE SHEET F5, THE LAYOUT SHALL BE REVIEWED iii. BOLTS: STANDARD ASTM A307 & APPROVED BY ROCK SOLID ENGINEERING, INC. iv. THREADED ROD. COLD DRAWN LOW CARBON WELDABLE INSPECTION REQUIREMENTS: D. ALL METAL COMPONENTS INCLUDING NAILS & SCREWS ETC. ARE TO BE PROTECTIVE COATED. 1. THE DESIGN OF THIS SYSTEM IS BASED ON STANDARD COMMERCIAL 4. THE C.P. SEISMIC PIER SHALL BE LISTED & LABELED BY BSK COACHES AS BUILT BY THE MANUFACTURER. SITE BUILT ADDITIONS ASSOCIATES FOR THESE ULTIMATE LOADS: HAVE NOT BEEN INCLUDED IN THIS DESIGN. 7. THRU 18 INCH PIERS: 3203 LBS. (STRONG DIR), 2273 (WEAK DIR) 2, ALL DIMENSIONS INCLUDED ON THIS PLAN, INCLUDING COACH SIZE, 19 INCH X—LARGE PIER: 1553 LBS. (STRONG DIR.) 1462 (WEAK DIR) ROOF HEIGHT AND PIER HEIGHT, SHOULD BE FIELD VERIFIED BY THE 18,000 VERTICAL LOCAL BUILDING OFFICIAL. ANY DISCREPENCIES SHOULD BE IMMEDIATELY 5. THIS FOUNDATION SYSTEM IS FOR PLACING COMMERCIAL COACHES BROUGHT TO THE ENGINEER'S ATTENTION. CONSTRUCTED WITH LONGITUDINAL OR CROSS JOISTS. 6. THIS FOUNDATION SYSTEM IS DESIGNED TO BE CONSTRUCTED ON A 3. THE BUILDING PAD SHOULD BE INSPECTED TO ENSURE THAT PROPER SOIL CONDITIONS AND DRAINAGE PATTERNS HAVE BEEN ESTABLISHED IN FAIRLY LEVEL SITE WITH NO EXISTING SOIL PROBLEMS. SEE NOTE 2 AND TITLE 26, SECTION 1334(b), ACCORDANCE WITH TITLE 25 & THE COACH MANUFACTURER'S REQUIREMENTS. 7, STANDARD PIER & FOOTING SPACING PER COACH MANUFACTURER'S INSTALLATION INSTRUCTIONS. WITHOUT MANUAL, SPACING OF STANDARD YOFES&,o' PIERS TO BE DETERMINED BY TITLE 25, SECTION 1335.5. JE M. FOUNDATION PAD NOTES km 1. TWO FOUNDATION PADS ARE AVAILABLE FOR USE WITH THIS SYSTEM. No.60245 THE CUSTOMER MAY CHOOSE ONE OF THE PADS FOR THEIR COACH. SEE DETAIL 2, SHEET F6. 2. FDTN PADS SHALL BE PLACED ON FIRM, LEVEL UNDISTURBED SOIL (SEE GEN. NOTE 2) CIVIL 3. THE FOUNDATION PADS SHALL BE ORIENTED AS SHOWN ON THE PLAN OF CALIV VIEW DRAWING WITH THE BOLT HOLES PERPENDICULAR TO THE CHASSIS BEAM. SEE PLAN VIEW SHEETS F3 AND F4. CK SOLID ENGINEERING, INC, ENGINEERED FOUNDATION PLAN &04/25/1E CENTRAL PIERS SPA 30-7F SHEET F2 OF 6 INTERIOR RIDGE SUPPORTS AS SPECIFIED BY STANDARD CHASSIS PIER COACH MANUFACTURER SUPPORT. TYPE, SIZE & LOCATION PER COACH MANUFACTURER EXISTING EXISTING EXISTING CHASSIS BEAM CHASSIS BEAMIS CHASSIS BEAM pAD ORIENTATION PAD BE d • • • • • • PLACEDMUST AS SHOWN WITH BOLT HOLES In PERPENDICULAR TO CHASSIS BEAM PLACE C.P. SEISMIC PIERS (DETAIL 3, SHEET FB) �?%OFES IN ROWS OF 4 # PIERS PER TABLE # OF ROWS PER TABLE, • • SHEET F6 'S" ✓ EACH SEISMIC PIER MAY REPLACE I STANDARD PIER Civil �P OF CAIIfQ � � t TJ t lrl trl Shed: 1� /:G TIEDOWNS: PLACE C.P. ANCHOR PIER s • • • • • OE SB OUTER CHASSIS BEAM IN PLACE OF SEISMIC PIER, WHEN REQUIRED # PER TABLE SHEET F6 (Ult. Capacity=8840 Lat (� 8c 3170 Uplift) ire OUTLINE OF J.__. . ......_._...LIJ.. . _ COACH 30'-48' PLANNot to Scale TRIPLE WIDE COACH ROCK ENGINEERED FOUNDATION PLAN &04j25/l SOLID ENGINEERING, INC. SHEET F3 CENTRAL PIERS - SPA 30-7F OF 6 STANDARD CHASSIS PIER SUPPORT. TYPE, SIZE & LOCATION PER COACH MANUFACTURER INSTALL HOME PRIDE OR OLIVER TECHNOLOGIES EARTH ANCHORS 2900 The CAPACITY. NUMBER PER TABLE SHEET F6. a PAT) oltlrNTATInN SPACE IST ROW 2 FT FROM ��- EXISTING ,r EXISTING PAD MUST BE �,- EXISTING END THEN SPACE EVENLY. PAD OMENTATION 'CHASSIS BEAM VCHASSIS BEAM PLACED AS SHOWN VCHASSIS BEAM WHEN #TD'sDOWNS IN TABLE P PAD MUST BE (� (� I-}-I W PERPENDICULAR W AUGER BOLT HOLES IS SHOWN WITH AS PLACED AS SHOWN (�j ITT � I`'iT''t PERPENDICULAR TO INSTALL MIN. 2 AUGERS WITH BOLT HOLES CHASSIS BEAM U AT EACH ENDWALL. PERPENDICULAR TO 6 MIN `G CHASSIS BEAM ( I I I PLACE C.P. SEISMIC PIERS IN ROWS OF 4 I . TOTAL # PER TABLE �LJ ���LLLJII SHEET F6 # OF ROWS PER TABLE, I ( } } I SHEET F6 EACH SEISMIC PIER MAY DN REPLACE I STANDARD PIER ���ttt" Q(iOFESStp s W N0.60245 l_LJ c� TIEDOWNS: I I I ( ( I a. PLACE C.P. ANCHOR PIER(DETAIL I SHEET F6) q CIVIL �Q ON OUTER CHASSIS BEAM (y C3' OF CA1.IF4�� IN PLACE OY SEISMIC REIQUIRED I I I I } } # PER TABLE SHEET F6 m SEISMIC PIER & ;,��ed: IT! + FOUNDATION PAD (Ult. Capacity=2840 Lnt & ppyg TABLE v 3170 Uplift # SHEET p5, (_ EACH SEISMIC PIER ® MAY REPLACE 1 STANDARD PIER OUTLINE OF COACH ( (� (� OUTLINE OF COACH 0'—32' PLAN Not to Scale PLAN Not to Scale " DOUBLE WIDE COACH SINGLE WIDE COACH h o[� 4 2 5 i ENGINEERED FOUNDATION PL DCK SOLID ENGINEERING INC. PLAN C,ENTRAL ERS - SHEET F4 PI SP A 3 �-7F OF 6 MAX. ROOF LIVE LOAD (PSF) 30 PSF 60 PSF 60 PSF 100 PSF MAX. WIND LOAD MPH,EXP 110B 110C 120B 120C COACH SIZE N OF TIE C OF ROR9 T;4* SUMIC OF OF TIOF E SEI OF SMIC N OF TIE WIDTH LENGTH ROOF PITCHI3etic Rows ROWS DOWNS 28'-48' 3:12 4 2 ROWS 4 4 2 ROWS 4 2 ROWS 4* 4 2 ROWS 8* 8'-18' 48.5'-80' 3:12 8 3 ROWS 4 8 3 ROWS 4* 8 3 ROWS 8* 6 3 ROWS 8« 80.5'-78' 3:12 8 4 ROWS 4 8 4 ROWS 4• 8 4 ROWS 8* 8 4 ROWS 8* k 28'-48' 3:12 8 2 ROWS 0 4 2 ROWS 4 8 3 ROWS 4 8 3 ROWS 4 r 20'-32' 48.5'-80' 3:12 12 3 ROWS 0 8 3 ROWS 4 8 3 ROWS 4 12 4 ROWS 4 a 80.5'-78' 3:12 16 4 ROWS 0 12 4 ROWS 4. 12 4 ROWS 4 14 5 ROWS 8 30'-48' 3:12 12 3 ROWS 0 8 3 ROWS 4 8 3 ROWS 4 8 3 ROWS 4 k 30'-40' 48.5'-80' 3:12 12 3 ROWS 0 4 ROWS 12 4 ROWS 4 12 4 ROWS 4 k 6 ROWS 4 18 6 ROWS 4 14 5 ROWS 8 80.5'-78' 3:12 18 4 ROWS 0 1 34'-48' 3:12 12 3 ROWS 0 (-12) 4 ROWS 4 12 4 ROWS 4 12 4 ROWS 4 0.5'-48 48.5'-80' 3:12 12 3 ROWS 0 12 4 ROWS 4 12 4 ROWS 4 14 5 ROWS 8 80.5'-78' 3:12 18 4 ROWS 0 18 5 ROWS 4 18 5 ROWS 4 18 16 ROWS 8 TABLE NOTES TO USE TABLE, FIND COACH WIDTH THEN LENGTH. FOLLOW ROW ACROSS TO DESIGN ROOF (SNOW) LOAD THEN DESIGN WIND LOAD. READ TOTAL NUMBER OF G.P. SEISMIC PIERS, AND NUMBER OF ROWS & TIDOWNS REQUIRED. SEE PLAN SHEETS F3 AND F4 FOR PLACEMENT OF C.P. SEISMIC PIERS AND TIEDOWN SPECIFICATIONS. FOR EXAMPLE, FOR A 24'x80' COACH WITH A DESIGN SNOW LOAD OF 30 PSF & 110 MPH, EXPOSURE C WIND LOAD, READ 8 C.P. SEISMIC PIERS, PLACED IN 3 ROWS, WITH 4 C.P. ANCHOR PIER TIEDOWNS. LAYOUT SHOWN IN DOUBLE WIDE PLAN VIEW SHEETS F4. p{IOFESSjO *FOR SINGLE WIDES, WHEN THE NUMBER OF TIEDOWNS IS SHOWN WITH AN ASTERISK (*), INSTALL MIN. 2 EARTH AUGER TIEDOWNS (E M. �� AT EACH ENDWALL OF THE HOME. THIS GENERALLY APPLIES EXCEPT FOR 110 MPH, EXPOSURE B WITH A 30 PSF ROOF LOAD. COACH SIZE-j S REFER TO NOMINAL SIZES THAT ARE COMMONLY MANUFACTURED. [F THE EXACT SIZE OF THE COACH IS NOT LISTED, N �� Z No.60245 CHECK THE NEXT HIGHER OR LOWER SIZE AND USE THE ONE THAT REQUIRED MORE PIERS. v THE TIEDOWNS SHALL BE LISTED & INSTALLATION INSTRUCTIONS SHALL BE ON SITE AT TIME OF INSPECTION. CIVIL NO MORE THAN 1/3 OF THE TOTAL NUMBER OF C.P. SEISMIC AND ANCHOR PIERS MAY BE EXTENDED ABOVE 22.75 INCHES 9 ©f IVIL O�ty`p MEASURED FROM THE BASE OF THE PIER TO THE TOP PLATE OF THE PIER. CALCK SOLID ENGINEERING, INC. ENGINEERED FOUNDATION PLAN �04125/1 LO- SHEET F5 CENTRAL PIERS - SPA 30-'7F QF 6 C.P. ANCHOR PIER TIEDOWN, WHEN REQUIRED FOR DOUBLE & TRIPLE TIDES. SEE TABLE SHEET Fr, COACH I BEAM COACH I BEAM 3'X6'XI/4' PLATE 3' X 3' PLATE 4 - 3/81 4 - 1/2' BOLTS & NUTS /-BOLT WITH P-3' DIAN, WASHER & NUT STANDARD STEEL PIPE ---IW HT AMOVY-C-IA-Vp— (SCHEDULE 40) 21 DIA ATH 4 FOR THE 6 IN PIPE un RT AMVV mun/ to', 12% 10'. OR 24' LENr 7 IN FOR THE 10 IN PIPE STD PIPE OUR CQ 12 IN FOR THE 15 IN PIPE 4 - 3/6, BOLTS -�X ®R THEE 1 3/6' PLATE CLAMP 14 IN MR THE 18 IN PIPE 1/2' BOLTS & NUT9 TIGHTEN TO 180 IN-LBS TUBE MUST EXTEND- 101 101 (15 FT-LBS) TORQUE L 3' MIN IN TO CLAMP 3/16, PLATE 0 'FLAT PAR XX6 X ?4 4 P BOLTS ' STAN D STE 10 CH ULE 4( IDo' C L T 3 6o PLATE E L FLA I in CLAMP BASE HEIGHT 0 7 INCH SMALL 3/4' THREADED ROD Fair qZ66 PIP" 11.5 INCH REGULAR 3/4' P.T. PLY 24 INCH 18.5 INCH VM PAD EXTRA LARGE 3/161 PLATE LEGS Typ OF 2 WELD ( CAL) STEEL INISNESR&T�/1114,5', BOLT OR PLASTIC 5/8'x2 5' BOLT 11/16'x Ia. .-.- —RODS, 1�11 WITH HARDENED WASHER WHEN CONDITIONS REQUW, PRE-BRILL 9 to IN. WITH A 1/4' PLATE 1 /2' DIAM. BIT FOR ANCHOR RODS. SEISMIC PIER NOT TO SCALE &C.P. ANCHOR PIER NOT TO SCALE C.P. SEISMIC PIER #l-PA�TENT�#55�95366 LISTING #166.6 BY CTC PATENT #5873679 LISTING #CO3-044-60F BY BSK HOLES FOR 5/8'x3' 1/2'x2-1/2' C.D. FLANGED PLASTIC ANCHOR INSERTS N0.60245 2 3/8' x V BOLTS FIELD DRILL HOLES OPTION OF 4-#14 SELF TAP SCREWS COACH C 4 CNIL Of CALlf OR J BEAM ----------------24' 3' x 3' 1/4'x2'x4' PLATE 4/ ANGLE 3- WIDE 5/8'x3' PACER AS FLANGED PLASTICNEEDED FOR ANCHOR INSERTS 4 - 3/8'BOLTS J-BEAM -T3-.5' SEISMIC 4x4-4x4 WWF---- PIER -------------24'k--1 1-1 TL�00D�RAD PRECAST C.P. PRO PAD FOUNDATION PADS 4 TYPICAL BEAM CONNECTION NOT TO SCALE NOT TO SCALE CK SOLID ENGINEERING, INC. ENGINEERED FOUNDATION PLAN 'T5 -4/25/1 E 20 CENTRAL PIERS - SPA 30-7 SHEET F6 F OF 8 i M N N p C R O J W " Z �So Ye M Z x w W 0 W N N ____ ____________________ _ _ _________d___— I rxr. 3 TO-( x D� 9 ALL, K S'Y i (EylANP 8LA8 EL RE ,fT Xb' MNJTMV �AI GL OEN TIE E _ -- ,2 SEE DJT A iYMO' O0�AREF � B 10 ACNE� STONAOE ��� }S4]58.F. SAN MT. 5V4 PATH) b EXIST ■ 1 KOO am TENT FLOCN ,T!%q EAST. NETO R a NET 4OXN N'�P NET gJQ�i _.. 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Q l`� :�V� G FLry R. fi LANP �® ee � �� F7 , :, : i - — - — --- ------- ---- — '� / / --�— L—_ / � ` . Yol'A 154 CD ja Ram It lxmrmcr mum 14, am vcw ff"to Li fo OR MGM WAQ fm wKqw Pt PAK LLr 77 uj uj 43 NAWN- ^! � Ull FVONf � 7777771-7 AO - - � SKYDIVE ELSINORE KEYNOTES 11 ROOF OVERHANG z 20701 CEREAL STREET, LAKE ELSINORE, CA 92530 STUB FOR CW SUPPLY. ABOVE FLOOR do FRAME 4 23 ' a 2-= 8'X4' MARKER BOARDS (SEE SPECS) `--� - J j tt'-tt t 2' tt'-tt t 4" n FINISH FLOORING:(SEE FINISH SCHED.) nTYPICAL INTERIOR FINISH (SEE FINISH SCHED.) 11 9 7 ❑ FIRE EXTIN;LUSHER - 5 LBS: DRY CHEMICAL 8 WITH 2A t'18C U.L. RATING ON WALL MTD. BRACKET. HANDLE AT 48" AFF. U7 MODLINE (tTt TYPICAL) Fal 34" HT. CABINETS W/ SINK AND SPLASH - — H.V.A.C. GAS UNIT 1 Ip LINE OF RAMP/LANDING. SEE R1.0/R2.0 SINK 11 ELEC. MAIN POWER PANEL. 3/4" 0 I b \ 12 STUB FOR WASTE. ABOVE FLOOR AND SILL PLATE FRAME. 4 h SOV (BY OTHERS) \\ GRADE ss.o 5 2 ss.o I COLD WATER TYPE 'L' COPPER SCALE, N.T.S. LEFT o I LJ RIGHT J L A 12 CLASSROOM D A4.0 B I Floo (�2" VTR I, C 2" 0 2 ( a J K s-o I SOV 51LL PLATE (BYGR \\r s WASTE II VENT . - A.B.S. SCALES N.T.S. NOTES 1 I I f A. METAL TAG ON ALL MODULES. MECHANICALLY ATTACHED TO REAR EXTERIOR OF BUILDING SHOW D.S.A. APPLICATION NUMBER, MAN- I 1 ' I I FACTUPFR'S NAME AND SERIAL NUMBER, _ __ _____ ROOF ( FLOOR DESIGN LIVE LOAD -- ll� AND I)F"li:N WIND LOAD. , 1 10 3,_6 Y—5" 5'-11 3 4' TYP. I' FRQN FLOOR PLAN� SCALE 1-/4,r=1`-O, r: �. Electrlcol Engin:c:< 'wl Mechanrol Engineer's Seol Structural Engineer's Seal Architect'Seal 0M.i-of the State Architect - - - -o. drown by GRA REVISIONS PROJECT NUMBER:2495 Q MODTECH, IN R�U A�97 dole:4/25/97 MODTECH INC. �� R N�' checked by: SKYDIVE ELSINORE R date Modte h w : 2830 BARRETT AVENUE - ,,a,eaf naitl§S PERRIS, CALIF. 92572 _ un E H lode• o 3 PH 909 943-401.4 20701 CEREAL STREET,LAKE ELSINORE,CA 92530 * �� n FLOOR LAN C-1207��,- ®� 940 're F 1 FAX �909� 0427 uAl. n. , KEY NOTES' i`: TYPICAL EPIOR EXT D N u. L:J 12 SIM,. SI i G (56& SPEC S) A6.0 1 1 18 2 12 1 14 A6.+ EXTERIOR LIGHT .F,XTURE (SE( SPECS) TOP SKIRTING 1/4 . M 7 OF aRAMP AND LANDING SEF R1.0/R2.0 = a A g 15 �5 FIVAC UNIT IijV] As. O a DOWNSPOUT (ONE) FASTEN TO BLDG. T'P 3 PLACES (SEE 8/0.1) pit 1 CONTINUOUS GUTTEP WITH C^WNSPOUT, . VENT- FOR LOCATION SEE F0.2 t / 191 FINISH FLOOR LINE 9 As.o 4 t 8 10 8 k 10 BOTTOM FLANGE OF FLOOR BEAM r FRONT ELEVATION 2 S I D E E L EVAT l C� N (LEFT) ROOF FtF�DER SCALE 1/411: 0" SCALE =1 -0 i/4„ :. 12 ROOF �'VERF14W 13 FINISH C.Pn(71_ 14 ROOF BEAM 15 COLUMN 12 i6 ELECTRICAL STUB-ClT i c"a (r,PICAL) SIM. 7 LM 14 SI C UND B FI AL) As.t Aet M cni _:nrt ,2"o (Tr C 5 17 16 6 17 GROUND 1g FIRE ALAPM unPtJ_ MtJ I a4D. 6 e 19 NEMA 6"x6" CUTTER BOX, I] OI 6 I 00 1 ° A15 0 j REAR ELEVATION (T SIDE ELEVATION (RIGHT)- SCALE 1/4"=1'-0" SCALE 1/4'=V-0" 1 i - a R E.V I I O N O Electri<ol Enomeer'3 Sea] Alec^onlcai EN;A a Seel Structurol Engine!r's Seol . Archit.Cta Seal Dlv effort Ct 4he Sate Aroh tect: a7 PROJECT NUMBER: 5 p qF�?`�7 a' p QJE . MBE.:244 C� MCCTE'�H.:tE9- '.' _ _ A MODTECH INC. �� P R, `� °^ SKYDIVE ELSINORE N a PH 4014 20701 CEREAL STREET,LAKE ELSINORE,CA 92530 Gt2o7 P Q 2830 BARRED AVENUE PERRIS CALIF 92572 fAX �909 943- s 909� 940-0427 EXTERIOR ELEVATIONS -777 F OF GAL\�� KEY NOTES OMAIN RUNNERS * 4'-0" W/12t•A. HANGER WIRES'- . 0 END OF EACH RUNNER. OAT THE END OF ROWS OF RUNNERS A 12GA. HANGER .`. WIRE SHALL BE ATTACHED WITHIN 8" OF WALL OR SOFFIT (� VERTICAL WIRES MORE THAN 1—IN-6 OUT OF PLUMB SHALL w ; 23'—tt" HAVE COUNTERBRACING WIRES. F; O PROVIDE 2-12GA: SLACK WIRES TO HOUSING OF` ALL LIGHT tt—tt t 2 tt—tt t 2' FIXTURES AT DIAGONAL CORNERS. WIRES SHALL BE ATTACHED TO STRUCTURE OF LIGHT FIXTURES: is ATTACH FIXTURE TO GRID W/1,#B SHEET METAL A.t SCREW AT EACH CORNER. RUNNERS MAY BE ATTACHED TO WALLS OR MOLD AT V 2-ADJACENT WALLS. OTHER WALLS NO ATTACHMENT, CLEARANCE OF 1/2" BETWEEN I:ND OF RUNNFRS AND FACE, OF WALL AT FREE END. QC 4—WAY SPLAYS PER DETAIL FILING AREAS'SHALL HAVE 4 1 ON SHEET A7,1 IN LOCATIONS INDICATED ON DRAWINGS. WIRES TAUT BUT NOT TO DISTORT 'GRID ARMSTRONG HEAVY DUTY PER PA-041 • MAIN RUNNER#7301 . 4' CROSS TEE #XL-7342 • 2' CRODD TEE #XL-7328 \ e WALL ANGLE #7800 . 0 DUCTWORK SHALL BE RIGIDLY ATTACHED TO BUILDING AND SHALL NOT BE CLOSER THAN 6" TO HANGER WIRES. _ q REGISTERS SHALL BE POSITIVELY ATTACHED W/4-10GA. O SHEET METAL SCREWS.(T'iP. 1— @ EA. CONNER) I') 1p CEILING PANELS: 2 X 4 LAti—IN PANELS. ASTM FLAME SPREAD CLASS 1 (0-25). FLAME SPREAD SMOKE ' 9 DEVELOPMENT DENSITY LESS THAN 450 � 10 LEGEND FiL IN 4 III - RUN 1 7 2'X4' ELEC. FIYT-Ipr PECESSED NERS, 7 CROSS l ., SUPPLY AIR Oic'filecP TEE'S — — — — — — —' \/ 4 WAS FD — SPLAI WIFE INDICATES FREE SIDE �f CALF DETA IL..L(SEE 5/0 t 1 RE:FLECED CEILING "PLAN INDICATES FIXED SIDE`' DETAIL a: .5 SCALE ' 1/4' �1 i r I n hits t Seal Ilion the S - .. r en - Electricoi En neer'a Seal, Mechonwo En mex'a Soot, Structu.a E gMlesr'A SeW': 'wc ct " ON of ta(s�ArctgteAa - d n tly:.GkA:' ;.' R E V I S r 4 N S ..:.. ? ° NUMBER:2495: ' QC MoorECH. IN £ 7 . . PROJECT 1\/i hocked tly*/n �t _E� eck dole rh 2830 BARRE-fT AVENUE'. SKYDIVE ELSINORE 20701 CEREAL STREET LAKE EL SINORE CA 92530 =-. // ': ue nde>'Ng PR 909) 943-4014 PER GA F: 2572 tS ,Lf 9 e� t : - .:... - n . , 1 1 e Sri .o^. -4 s:•,afFa -...,..;.:�..:>:.,r:{:tf:Yin:"wru+aal.,.4 -x,w4f f$t.sY:r•_•J.�r�IrrlYoidst.__.�ri i'_ { KEY NOTES `EAR 0 AC1(WAG408-A54C) - WALL MOUNT COMBINATION, GAS ELECTRIC UNIT NOMINAL 38,500 BTUH COOL / 43,000 BTUH HEAT 208/230V 1 PHASE, F.l: AMPACITY 23,7A 1 6 WT.=420 LBS. 4-TON a, I. 0 Q THERMOSTAT-HONEYWELL T-874 W/ 6 HOUR , BY-PASS TIMER- FFISH 0+48" A.F.F. AAC Q NOT USED ? 1 4 FLEX DUCT SEE PLAN FOR SIZE a 50 ® 12X 12 4W 600 CFM SUPPLY AIR GRILLE , © 30" X 10" X 24" PLENUM (SEE SPECS.) 4 7� WALL MOUNTED RETURN AIR GRILLE NOTES i, SCHOOL EQUIPMENT ANCHORAGE THE FOLLOWING IS FOR THE MECHANICAL ENGINEER'S INFORMATION ONLY: THE SEISMIC ANCHORAGE OF MECHANICAL EQUIPMENT SHALL CONFORM i. TO C.C.R TITLE 24, SECTION 2312 (9)AND TABLE 23-P•ANCHORAGE DETAILS $ I FOR ROOF/FLOOR MOUNTED EQUIPMENT WEIGHING LESS THAN e00 LBS. AND HUNG' EOUIPMENT WEIGHING LESS THAN 20 L85, MAY BE OMITTED FPOM THE PLANS. FOR MECHANICAL DRAWINGS. i ALL MECHANICAL EQUIPMENT SHALL BE BRACED OR ANCHORED TO RESIST A HORIZONTAL FORCE ACTING IN ANY DIRECTION USING THE FOLLOWING CRITERIA; EQUIPMENT ON GRADE 20% OF OPERATING WEIGHT I, EQUIPMENT ON STRUCTURE 30% OF OPERATING WEIGHT FOR FLEXIBLY MOUNTED EQUIPMENT USE 4 X THE ABOVE VALUES,AND FOR , SIMULTANEOUS VERTICAL FORCE USE 1/3 X THE Hf/PIZONTAL FORCE. I THE ABOVE VALUES ARE FOR AN IMPORTANCE FACTOR, I . 1.0 AND SEISMIC ZONE. Z .0.4. WHERE ANCHORAGE DETAILS ARE NOT SHOWN ON THE DRAWINGS THE FIELD r ! INSTALLATION SHALL BE SUBJECT TO THE APPROVAL OF THE MECHANICAL ENGR, AND THE FIELD ENGINEER OF THE OFFICE OF THE STATE ARCHITECT', 2. INSULATION APPLIED TO THE EXTERIOR SURFACE OF DUCTS LOCATED IN BUILDINGS SHALL HAVE A FLAME SPREAD OF NOT MORE THAN 25 AND A SMOKE-DENSITY NOT EXCEEDING 50 WHEN a I TESTED AS A COMPOSITE INSTALLATION, INCLUDING INSULATION, FACING MATERIALS, TAPES AND ADHESIVES AS NOMALLY APPLIED. • EXCEPTION: INSULATION HAVING A FLAME-SREAD INDEX NOT EXCEEDING 50 AND A SMOKE-DENSITY NOT GREATER THAN 100 MAY BE INSTALLED IN DWELLINGS OR APARTMENT HOUSES WHERE THE DUCT. I SYSTEM SERVES NOT MORE THAN ONE DWELLING UNIT, CONTROL SCHEMATIC 1 .... I i .. . . ... 23ov-1 0 L-------------------------------------J 1[ tAl DISCONNECT SWITCH-FUSED J ' 1 G• � . -,,•. FRONT l\ -JSJ TIME j. 5 4 CLOCK A/C UNIT I' 1 2 3 A Y N C R mm mm - I .. I -- --; --1:. -- J I I 1 I I I i l ail L Y I BY-PASS i / TIMER- 6 -14456 -t THERMOSTAT: T874NIO24 MECH. (HVAC) PLAN SUBBASE: Q674F1261 AFp-^eCA ^` L� SCALE 1/4"=1'-0., S, LINE VOLTAGE ,�.�-� UA LOW VOLTAGE "�...� I161cr7 C1' Electrical En9inseTL Seal Mechanical Engineer's Seal Slraolarel Enginsds Seel Architect,Seal Division of the State AmIlItect (iE ara«n by:CKA h REVISIONS PROJECT NUMBER:2495 CQ MODTECH, IN 5q6 _fiy MODTECH INC. A.q, { e<keq°�ytA'2Si97 LL 2 -- 2830 BARRETT AVENUE SKYDIVE ELSINORE * * axle: P o ecd"no'2495 PERRIS, .CALIF: . 92572 v'g C•12U/ MO M s. o. 3 20701 CEREAL STREET,LAKE ELSINORE,CA 92530 s�9 cY (909) 943-4014 FAX 909, 940-0427 1 •AL J MECHANICAL PLAN (HY.A. 1 t r VOL rS, 120/24U V PANED FEED, BOTTOM LEGEND MFG.W.P. NIPPLE BY MAIN, ;D0 A LOCATION, MOUNTING, 1. EACH BUILDING SHALL BE SEPARATELY GROUNDED WITH A" ' ROCK OPPERCLAD STEEL CK BOTTOM ISINCOUN ERED, ROD SHALL BE DRIVEN, LOAD " WATTS REAKE U A B u REAKE WATTS LOAD ELECT. PANEL RIGID CONDUIT WITH AT AN ANGLE NOT TO EXCEED 45 DEGREE'S FROM THE' AV Bp' N1 P ❑ �AM IDS P p'AV B MOD. LINE . CONDUCTOR ATTACHED VERTICAL OR SHALL BE BURIED IN A TRENCH THAT IS AT: RECEPTS 720 20 1 i 2 45 2128441 HVAC WAG 40 c TO WALL W/ 2-MOLE LEAST 30" DEEP. (BY SITE ELECTRICAL) PANEL BONDED STRAPS, (SITE ELECT.) RECEPTS & CLOCK 1900 20 1 3 4 2844 HVAC WAG 40 - 2'X4' FLUORESCENT LIGHT AND FIXTURE •_I TO GROUND 2. TESTING; TEST FOR RESISTANCE TO GROUND. IF RESISTANCE INT EXT LIGHTS 876 20 1 5 6 4-TUBE (SEE SPECS) •`� _ CONDUCTOR TEE CONDULET FOR EXCEEDS 25 OHMS, INSTALL ADDITIONAL GROUND RODS SEPARATE CONDUCTOR SEPERATED AT LEAST 6'-0" UNTIL RESISTANCE IS INT LIGHTS 816 20 1 7 8 I(v— GROUND, BONDED TO REDUCED TO 25 OHMS OR LESS. (BY SITE ELECTRICAL) TM' METAL FRAME. (SITE ELECT.) DEDICATED FA 40 9 10 EXTERIOR LIGHT FIXTURE +90" AFF. STL CHANNEL SLU 70 GROUND --- � LUG. 3. PROVIDE EQUIPMENT ANCHORAGE PER TITLE 24, TABLE 11 12 DUPLEX WALL RECEPTACLE 15-A 125-V 3-WIRE, + GROUNDING CLAMP 18 J, PART B. 3 4 +18" AFF. (SITE ELECT.) 4. APPROVAL OF THIS PLAN DOES NOT CONSTRUTE 08 CU WIRE TO GROUND ROD APPROVAL OF THIS FIRE ALARM FOR ALL SITES. THE 5 6 BOTH �14 GROUND FIRE ALARM SYSTEM AND/OR COMPONENTS MAYBE 7 8 © THERMOSTAT +48" AFF; TEKS, FIELD CONNECTED REQUIRED TO BE CHANGED DUE TO SITE LOCATION, EXISTING CONDITIONS OR INCOMPATABLE COMPONENTS. WATTS/PHASE A = 4,480 163 1716 2844 2844 8 =. 4,560 WATTS/PHASE_ r ELECTRICAL PANEL +60" AFF, (�) 5. GROUND MG EST SHALL BE DONE IN THE PRESENCE OP THE TOTAL 9,503 WATTS 39.60 40 AMPS 1201240 VOLTS 1 3 WIRE (� 4s 'J' BOX FOR EXT. FA HORN,' +96" AFF. PROJECT INSPECTOR. ALL GROUNDING SHALL BE IN ACCORDACE NCL 7,1 88 A 314" CO STUB TO ATTIC. PULLSTRING WITH C.E.C. ARTICLE 250, 4 JUMPER @ MOD. . LINE s 'J' L STATION. 4-48" AFF. .,,1 BOX FOR INT. FA PULL LINE TYP. GROUNDING DETAIL CO TO t� . PULLSTRING p (� WP EXT. GUTTER BOX (6X6X4) +16". REAR AFF. =/,T" CO STUB TO ATTIC. PULLSTRING ® HVAC FHV SWITCH. +48" AFF 5'-6" POC FA �J POC POWER 6"X 6" B 0 OX WALL MOUNTED CLOCK. +96" AFF 1 1/2" COND. (+) 18" (+) 65 AFF 1 NOTES SCHOOL EOUIPMENT ANCHORAGE 7 J 3 THE FOLLOWING IS FOR THE ARCHITECTS INFORMATION ONLY; THE SEISMIC ANCHORAGE OF ELECTRICAL EQUIPMENT SHALL CONFORM TO C.C.R. TITLE 24, SECTION 2312 (9) AND TABLE. 23-P, ANCHORAGE DETAILS FOR ROOF/FLOOR MOUNTED EGUIPMENT WEIGHING LESS THAN 400 LOS AND Hl)l, 7 7 EQUIPMENT WEIGHING LESS THAN 20 LOS MAf BE QM,TTED.FROM THE. PLANS, FOR ELECTRICAL DRAWINGS: ALL ELECTRICAL EQUIPMENT SHALL BE BRACED OR ANCHORED TO RESIST A HORZONTAL FORCE ACTING IN ANY DIRECTION USING THE FOLLOWING CRITEWA- EQUIPMENT ON GRADE 20X OF OPERATING WEIGHT EQUIPMENT ON STRUCTURE 30% OF OPERATING WEIGHT 3 ® FOR FLEXIBLY MOUNTED EQUIPMENT USE 4 X THE ABOVE VALUES, AND FOR 7 7 SIMULTANEOUS VERTICAL FORCE USE 1/3 X THE HORIZONTAL FORCE. 1 5 THE ABOVE VALUES ARE FOR AN IMPORTANCE FACTOR, I . 1,0 AND SEISMIC ZONE , Z - 0.4. WHERE ANCHORAGE DETAILS ARE NOT SHOWN ON THE DRAWINGS THE FIELD INSTALLATION SHALL BE SUBJECT TO THE. APPROVAL (1F THE ARCHITECT AND 7 7 THE FIELD ENGINEER OF THE OFFICE Of THE STATE ARCHITECT. 3 7 7 T ! 3 . - 7 J - 3 /. y n� C-14466 ,k .... ELECTRICAL PLAN _ 9�FOFCA^\F�Q�\e t, v . F R 0 N T SCALE ,/4"=,'-off I� c ll16 Eleclrvcol Engineer's Seal M-h-icol Engineer's Seol Stmcturol Engineer's Seal Arcnitette Seal Division of the Stale Arcnitec( © MODTECH, l A aw dale.4!A R E V I S 10 N 3 PROJECT NUMBER:2495 - ----- MODTECH INC. �,� 25/ST. <u r,,ecled lbv e: SKYDIVE ELSINORE d t. 2 2830 BARRETT AVENUE--- -�-. -. - 1; PERRIS, CALIF. 92572 * " `1QTE Ha:249s 3 20701 CEREAL STREET,LAKE ELSINORE,CA 92530 -12T7' Q Mo H mee. - ... ,T, PH 909 943 4014 ®® s� FAX �9os3 940-0427 ELECTRICAL PLAN SCHEDUSL _ s � l.Q �� — II -� _ - 0 s A. ... ___.. _ 19 21 20 ' 2 i2 GUTTER I 2 I i 2 2.1 2 2 �� 2. U,?,j! 05120--79 1 TYPICAL E%TEHIOR FINISH! STMPSON 315, Sib" 1 L1x8" MDO-PLYWOOD PA1NTRD. -- -- _ TYPL'AC INTERIOR FIN 1-- -"' f ------ - - ' 1/2 VI L COV F'ft ED TACKBi ARD (FLAME SPREAD CLASS I)N YOVER 1/2" GWNSPT 12 5 A _ i' _ ill -YJALL. k UM BOARD h C -.N 8 O. PER SQ. D. _ _ DWNSPT I I�� I� ��� �� y XO�� III --RANDRAILS 3 T PI(AL CEILING M ;NIAt, Al _L NG #/s5S A f- S 3 (FLAME SPR AL C-T� 1) IN CF ME,TALL TO i �_. 1� . 'I l 2 ,� I� RAMP—DOWN'-.j C �t CRA IJN SFFI`;5 1800 HEf.'} I !...: GRID ' . Ix4 TRIM—...____r 'I 'I� li I - SL PcNDFCA7 9'- �..� _—T _- _ _ _ 4 EXTERIOR DOOR: 3ox6Bx.. l/4 13 H.M. .e AHc €:ts..• '+n.it.?+ni'I t7 15 GAIG' H '3 -^ DOOR l.t BE ENABLE FROM THE 7 IPL 71N I..I OF I'I g B Y 04.SPLCIA_. Fh 4I EDG E C t ET It 1 N PLAN - 5Id WIN VOWS: CALU"nRNIA W NJJW t ..'°ORATION � DEL- 700 8°x4u Al 'a1 SLII:''R, SATIN ANODIZED XUX. SCRr ]; UN 0 F.LABIE SASH. _ GLAZING: 1/4" Th MPL,RF,J :R EYI.IIF, 14'd. ftRE MAR§HAL G 2 6 - RAMPS LANDINGS, HANDRAILS: RAMPS SHALL NOT SLOPE MORE THAN I In I2" HANDRAILS AT BOTH SIDES OF RAMP 32 HIGH. _7- ROOFING: LUNDY 7HAGARD SPECIFICATION NO. „ . _ '`t• Em I 4 NED V 17.L, CLASS "ND A I GUTTER I 4 � � 19 � 15 �ti $ SCREENED �f N,e:16 GA EXPANDED $TE:EL, 1/2"-F, - t — I 12 ? ,-" - PAINTED 7 SC FT. TOTAL, AREA REQUIRED. I 'I 2 2 2 2 I 2. _ USE 16 14 x VENTS, OR EQUIVALENT. 0 ^^' ! T ' ' P I C'A L RAMP I,,4,s I i_p;e 9 - FIRE EXTINGt ISHf;R: POTTER ROEMER #3005 5 LB 7 ,.`' J�J DRY CHEMICAL WITH 2A-lOB O.L. RATING, ON rj DWNSPT DWNSPT r—J r I t l WALL MOUNT BRACKET,AT +48". „\ 12 ��. I� I 'lp FINISH FLOORINCt CARPET COMPLYING W1'TH STATE OF CALIFORNIA SPEC. 72 0 ,t;K- ? •.�. GROUP 1,- TYPE A, CLASS 24, D S -rY 46W, _RICI 7 —,— JA �I - �. SKYDIVE C C DIRECT GLUE DOWN. '+3 E LS O R E 11 INSULATION: FIBERGLASS BATTS; R- 4 R 'S �- R-11 IN WALLS, AND IN FLOOR. Ct MP Y W1 H _ CALIFORNIA QUALITY STANDARDS. - 12 AIR CONDITIONER. SEE SHEET 4. 20701 CEREAL STREET LAKE ELSINORE CA 92530 1 METAL AC ON ALL MODULES. MECHANICALLY ATTACH TO EXTERIOR OF REAR FRAME, 'HOW OSA i 1 APPLICATION NUMBER, MANUFACTURER'S NA;�@: AND E SERIAL NUMBER.. ,e 14 CHALKBOARD: CHATFI ELD CL,ARKE AL"RA60?. 1/2" -PARTICLE --BOARD SUB. ?AT@ FIJI FNG'SR i MAP RAIL WITH CORK TN'3 .:Rr AND IIA U I511S EXTERIOR ELEVATIONS S C A L E 1/8" � 1'-0" EXTRUDED ALUMINUM, M).[%IFG, A ;; C.n L SH, IF WITH FLAG HOLDER. 15 FIRE ALARM: SEE SHEET 4.0. 16 PAINT COLORS: .... ..DRIFTWOOg ,a• i CHANNEL, VERTICAL TRIM, N(, BOTTOM LOFFi ' PREE I'vYSHED BRONZE: DOOR AND FRAME. � - 9 2 _ 0T1 BRONZE 721 93: -.PASGIA, GUTTER, R•' Sr DOWNSPOUTS EXTERIOR & INTERIOR TRIM. °'+4 I w " 1-7 WWN6RCtUT;eX-i'XZOG4, ° LU L—__--_-- --O SUSPENDED CEILING 01 „ iC E--- 2 TYPICAL INTERIOR FINISH O x i � CO TOPSET BASE We• � _ 1 2cq M 7 W T, SUPPLY AIR--- --RETURN AIR --D.S. D.S. T.C. CHALK ARD j �r 7QPSET EASE — TUPSET BASE llII p$# -� ELEC.PANEL r INFERIORELEVATIONSr A I_ : " CLASSROOMLn i I 4 ALL FOUNDATION LUMBER PRESSbhE TREATf DIP CUT ENDS.[. 12 - ' / ( T 2.1 FOUNDATION DESIGNED FOR 1000 Y#/SO.FT.SOIL PRESSURE 2,'0" 40'-0" W O _— i VV _ 0 z CLOCK LW di r. to w _j �d . W _ 6CS _ ; 2 $'X4'CHALKBOARDS W - - - t -- -*— --- - — --— -- -- s --- �' cr • � - - I - V xl w \f. B,N D,N G __....—_. ..__-..,... n .. -...... GUTTER ry FOUNDATION PLAN ROOF PLAN FLOOR PLAN U r A L 6 'E a l 5 g;� 44 r~g >a S.. 1 F�1 a �� PANEL A,F-sH, rJea,o MA CB io©•A _P O.S.A. VOLTAGE V 12o/g4.o,`� �oH,3�'vLIS SIZE I"L5•A NOTE a.n'rJr �v�..+ ' GIRL C.71J-r...m_T� WA?lot- 9% GRC. a I Na ITS Oa a-rti rS OA All @C REMARKS io I I 1 GROUND S7'EEI. BUILDING FRAME. ATTACH NO. 8 r,10 Y i GROUND WIRE FROM PANEL"A" GROUND.TO SLV 70 1 4 +CILocK "140 20 I GROUND LUG 'BOLTED TO FLOOR CHANNEL. 2 ]O '190 2 O 1 - _ - 2 PROVIDE EOUIPMENT .ANCHORAGE PER 'TITLE 24 A�~ 3 T,RE ALatH IPSo 20 1 TABLE 2-23J, Part S. A.C.S. 3 SEE',ELECTRICAL SITE PLAN FOR SYSTEM GROUND. _ N� e 4 11 _ 86o S AEA'(FVM .5!9 11;, 90 2 .�rc4:I g Ol Ituo akc'Pamn ..�.-.-_._--. .. Q�f4R iY3'dE;}4.7f$AA�t A?5 'NP:1Y 4 FIRE ALARMS'PULL.BOX MOUNTED AT +4'- 0" ON THE 'INTERIOR., HORN MOUNTED AT +$'- '6" ON 4,so I?;off l 5"7g THE.EXTERIOR. PULL STATION I EDWARDS.270SPO SFM 7150-073s11 rzrctcxayas','am N;.dw egaea, -q - - -- HORNS'WHEELOCK $IGNALS 031,SFM 7135-785:5. -rW.l•.r* 10 5 AIR CONDITIONER: BA WALL; MOUNTED HEAT PUMP., DIRECT BLOW,MODEL 4BWy5;1,1,0 208l230 V FIRE M A R S H A L i I SINGLE. PHASE, MAX. FLA 5'AMPS — -- -_— 4 — .L - ..._—..- 44, -. _.. 1 � PANEL A 44. 1 4.4,, 2 4M r TOTALS r0'i8 r 6 c, I n,71,,c� s'7 A(1,1,H> � L.0 L.= 12,e,ls L.C.L. X 12 5°/P OTHER = —�—'----- -- �v xo a TOTAL = uo;i:b'1 71 A ---- -- ' -- — — — .. O SYMBOL LIST P. DUPLEX BALL RECEPTACLE 15-A 125-V 3-WIRE GROUNDING TYPE +18" 01 k7lDUPLEX FLOOR RECEPTACLE 15-A 125-V 3-WIRE GROUNDING TYPE. 2 "}ry � � ¢y 2 1"„ 44t, 2 44L SWITCH 51NGLf Pit.E +4'- U" -• _...._......__.. -�._-_-_. a yN L rri O C) JUNCTION tlUX ��yIr/� u 0) /J 4 a 46 - THERMOSTAT +5'- U" (LOCKED AUTOMATIC) U A/C UNIT 1I A/C INTERVAL TIMER 14'- 0" � W� � � CC U' �:HTINd"', PLAN OPPOSITE HANO SHOWN 1/4"=i' - 0" ,• � ° UISCONNECT SWITCH FUSED kAINTIGHT SIZE AS NOTED Am w l `-I CLOCK AT 71• U" °� ~ w FIRE ALARM PULL S'fAf TUN +4'- U" tNy Z FIRE ALARM BELL 48'- 6" fi! 9 c -{� FIRE ALARM HORN +8'- 6" gp�pp r 1■ TELEPHONE WA11 OUTLET' TELEPHONE FLUOR OUTLETI w I1� LO "AV HANDICAPPED VISUAL WARNING LIGHT AT +7' T IT SPEAKER PANEL A7. FC TIME CLOCK AT i 5' 5, 7 t2 5 4 I _ LI 3 F LM - -- 0 Q s cn p FIXTURE SCHEDULEf d w SYMBOL DESCRIPTION -- WATTS MFG. & CAT. NO /' W cc 0 a z FLUORESCENT FIXTURE,2x4 FLUSH DROP-IN, ACRYLIC PRISMATIC' LENS, ENERGY SAVING 156 HOMECRAF7 Q h i H Lu BALLAST, 4-LAMP 35 WATT,WEIGHT 27-LBS 2J440-EXA -- �, N W w L Al J J'\ INCANDESCENT BRACKET LIGHT, WEATHER- 100 f AILSAFE I 2. �4 _- --w - 1 Ly y14 PROOF, WITH IMPACT RESISTANT ENCLOSURE. tt TFOF� CA v W Q O !C J W ® W V "R"' PLAN R:,ppos4TE H.Ae PJ13 SHOWN 1/4"-1' - 0- a BINDING ORDER C OCT" ~ " °°' "DIAL. ��,� 401 -6-150 (i.S.A, .yl ! 09 130-I �citf.ai f"(X O� 3 C 48017(1'uTbQ1S6' r - - ROOF SHEATH I NG -- � J 5 I 09130-4 JOIST---- A.C.S., - • i.l/2'MAX. ` - &+9L Ili 4-4-p 12 GA HANGER - -^--'----3-9 GA x I," STAPLES / WIRE IN ��,� EYED LAG SCREW ((" I'J 46 VI00 2 �i 1 114' MIN } -------- 12 GA HANGER WIRE r'4 �" __- PENETRATION VfO.r, 111 11/4dPT �h„} 5 _____.__- _-____ 5 WITH 3 TIGHT WRAPS eI' _ _---__- -t4AIN RUNNER-- -- -- A7 MAXIMUM 4' 0. C. .C. FIR E (v1AfASHa.L 4 Y 4 ? 4 Y 5 P3rC1£ -— — \—.. 12 GA WIRE. WITH G9i30-3 �% �. �. 4 WRAPS IN 1 i". ` WIRE IN t" x 3" - ', EYED LAG SCREW, 14" MIN PENETRAT IpN. HANGER WIRE -_HANGER WIRE SHALL - _...-_..-. _..___—._ .._.- I; IF NOT VERTICAL NOT PULL ON STAPLES - w r k --- I MAIN RUNNERS r o + 09 30-�i - 09130--6 _ MAX <.... ---12 GA HANGER WIRE,-----) B" MAX -- ----- WITH 3 TIGHT WRAPS - "—` ---"— r� AT MAXIMUM 4' O.C. ' CLEAR 11 m a D- 0 r -- 7I ;. F----T-BAR..._..___-`-----� m CEILING ....__ S C A L.E I/4" I'.-0.{ 5 -C T T_ EL ALL ANG. E WITH AN LE WITH POP— bd AT 16" -TO FRAMING - w P RIVET TO EACH RIVET TO EACH T- R T-BAR, NO CON- - WALL ANGLE C� NECTtON TO WALL -- "-'-`- 6d AT 6" TO FRAMING ANGLE. ' I ® a w r- ONE LU i d LI �9 C LIGHT fiXTURE L-- FLUORESCENT 2' x 4' RE HANGER TO WALL WHERE 0913G-7 / o � t, ! NO RAFTER ABOVE 0913D-B _� -__ SEISMIC SPLAY 2-WIRES m H U 8" NAX --f --T'(PICAL HANGER WIRE----d'!. IN 40' DIRECTION III I'll I�IIII 4Lu t ,� -------POP R I VET 8 MAX -CHANNEL NI 1 INCANDESCENT LIGHT ---- 'W'ALL ANGLE WITH 7-BAR - i -POP RIVET TO EACH BAR - - ---> i WALL ANGLE I I-#1Ox1 3/4" SCREW 2I's AT EACH RUNNER INTOSTUD OR BLOCK 1 1/4" MIN. PENETRATION. NOTES1-POP RIVET -F-BAR TO WALL ANGLE.2-MIOxl 3/4" $CREW I MAIN RUNNERS AT 4' O.C. WITH 12-GA HANGER WIRES AT 4' O.C. ,e�,,AT END OF ROWS OF' RUNNERS A 12-GA HANGER WIRE SHALL BE AAT EACH kUNNER INFO '1'- - u ?'/' �*, , TACHED WITHIN 8-INCHES OF WALL OR SOFFIT. - W O ... Ole ;TUU OR BLOCK 1 LJ4" 3 VERTICAL WIRES MORE THAN 1-IN-6 OUT OF PLUMB SHALL HAVE COON-- F e+1 MJN. PENETRATION. - - .,, rn 2-POP RIVETSC-BAR TO TERBRACING WIRES. = s T 4 ELECTRICIAN SHALL PROVIDE TWO 12-GAUGE SLACK WIRES 'I'D HOUSING - WALL ANGLE. OF ALL' LIGHT FIXTURES. WIRES SHALL BE ATTTACHED TO STRUC- TORE. 5 RUNNERS MAY BE ATTACHED TO WALL OR MOLD AT TWO ADJACENT ' WALLS. OTHER WALLS NO ATTACHMENT, CLEARANCE OF 1/2-INCH BE- - :� LLI TWEEN END OF RUNNER AND FACE OF WALL. U1 m W Z 6 CEILING AREAS SHALL HAVE 2-WRY SPLAYS PER DETAIL -A", IN LO- Q H CATIONS INDICATED ON DRAWINGS. WIRE TAUT BUT NOT TO DISTORT O Z GRID. - ¢ to A 7 MAIN RUNNER: CMCIBOO-01. CROSS RUNNER: CMC1814-01-D. a J Y WALL RUNNER: CMC1419. HEAVY DUTY SYSTEM. N W Q r 8 FLUORESCENT LIGHT FIXTURE: 2x4 RECESSED. ATTACH TO GRID WITH ARC/ ® < 1y,i -' 2-118 SHEET METAL SCREWS. �;� B3a 1 C7 > w 4 THERE IS NO DUCTWORK. HEAT PUMP IS DIRECT BLOW. ��U��� iryOd�� tu J Q [Y C6 V �446�7�* J Q F- ~ Y W J U N w ' \OF CA�Fi1Q: Q Ow D u EI w 0 (' BINDING ORDER Oell ,?I SUSPENDED CEILING r rC) 40-1E--3-a5-Tr,0 -- ! - -- - -- - - I - ! -- - - - - REVISIONS DATE BY ENGINEERED FOUNDATION PLAN BUIDINIT TY1. AI'ION C.P. SEISMIC PIER ER -�_ _ __- ��� SPA 30-7F -- - � Ip�p I� INSfAW.HDYE PPo08 OR OIaVER TECHNZ LOSIZE EARHI MICHORS FOR: CENTRAL PIERS,INC. e9O INe CAPACITY. I I NUYBBR PER TABLE 91IEE11'P6. 284 N. THORNE AVE. It PAD DRIEUTATInu LiJ SPACE I.ROW 2 FT FRDY tD END THEN SPACE EVENLY. IPRESNO, CA 93706 ❑ O - enn YusT HE T Wxen TIEDDWNS IN TABLE �O U N D A T f C N DESIGN q 0 Lp [NASs619EANS'I VCHws _inns' PLACED AS SHOWN �HATNSLSFiBEntis' p (•). HI QT 559-26d-Od2d PA°nRISN+ATmu Is SHOWN EDAM IN IN CK PAD 01 MUST ME ETx BOLT HOLES IN9TAW YIN.2 AUGERS A� PWCED AS SNOAN }C-,� C U PERPENDICULAR TO AT EACH ENOWAW. VI I BY: ROCK SOLID ENGINEERING, INC. Mrrx BDLT HOLES T ¢ cxnssls BEAU �•MiN_`I--' a BA OT RPENDICULAR TO 1100 MAIN STREET, SUITE A PECHASERS BEAM WATSONVILLE, CA 9507fi r 831-724-5866 PWCE C.P.SEIENEC PIERS ROWS OF 4 @ t� OFESS STATE APPROVAL TOTAL p FEE TABLE N�Q` VR n... SHEET FS �F p OF ROWS PSHEET 5 xI1�:1I EtY' EACH SEISMIC PIER MAY Y V Q ! 6U 45 u REPWCE S STANDARD PIER I I I CO V{tBEEE,EU (Q cl LL _2 x ��' 'IODULA OFFICE 5ULrDING ln, POF CALIFOR I� cWi r_-, U N.S0245 % (ry,71Iy/�6 \/ ,(/�J }�\yJ I SiWWtneA: 4IZ�I18 Dc/WNS: N LT * + !� \ I .0 E L V (N O 1 e •v �J PLACE CP.ANCHON PIER }� �q CIVIL f- ON ODETAII,t$IIEF:T FD ��F!-,� ��{}-,� ,-+E-,� i CAEW,A� UTER CIER '111 1S 1 BEAN `?' `{-' '-}' ILu PLACE LISREQUIRED lmJ FLI�J �L;j.J1 619YIC PIER& n f T1 T i� (Oil 1 KET �- 1 �U9 PER TAMIE C;J • SIO\r,ed:'I(•.l, _ 3t7O UVRttf� SHEET F6. •T' `1 /J,\ J�®® 4��/ /J(\ f"1� /p/�� x� SEISYIC PIER NIA L Ly Tp E L G I N O C A L I I �N(l� �J A-9 W s•1'"w"PIER .. ICI l� OUTLINE OF nI -Iy1� �f-I A REV. DATE BY COMMENTS lu / I.. COACH OF COLA°CH 4_--.._.-4 LLLIIII1111 [12 04/25/18 YW UPDATE TO 2016 CBC/CRC _ -16' o V+ -- PLAN Nvt t°E.- PLAN ` F' u' Q Ul 04/15. YW REVISION TO TABLE,PAGE F5 Not to Scale 0! / 102/25/14D YW UPDATE To zo13 cec/cec DOODLE WIDE COACH SINGLE WIDE COACH / D� FNCINIFERED FOUNDATION PLAN SHEETII �6} ENGINEERED FOUNDATION PLAN o°4/25/' CK SOLID ENGINEERING,INC. T TABLE OF CONTENTS O CENTRAL PIERS SPA 30-7F OF �s�OCK ENGINEERING,INC. CENTRAL PIERS - SPA 30-7F _sH>.1BI/9 d) LLLt\.• TITLE SI--IEET Z pp 1 I `� O GENERAL NOTES: 4. CONCRETE FOUNDATION PADS COVER SHEET / STATE APPROY♦=DI A.2500 PSI AT 28 DAYS AS TESTED AND MANGE.DY 3TARLITE REFERENCE: CALIFORNIA CODE OF REGULATIONS,TITLE 25&2016 C.B.C. WEIGHT CONCRETE. MAX ROOIr I.ItB LOAD(P3F) 30 PSF 80 PSF BO PSF 100 PSF LTSAPTER 16. d[nX.WINO LOAll(MYII,EXP) IIOB 110C 1208 120C © 5. PRESSURE TREATE,FOUNDATION PAD q C.F.0 SEISMIC PIER PLANS l� 1. DESIG:J LUAUS SHALL BE CONSISTENT WITH LOCAL REQUIREMENTS WHERE A.3/4 FNCH A.P.A.4B/24 EXTERIOR P.S.I.-B9 CC.PLUGGED, COACH SIZE s o'C Roes R Ee oTC AS p�F IS�ICoF pT°P slsmlc POgg O (Q INS'fAI,!EU.'THE FOLLOWING DESIGN IAANE ARE INCORPORATED HEREIN: NEft-QA397,PRP-108. WIDTIt LENGTH ROOF PITCH rsu n isxt ° E sEl 5 IE Got xs FLVVR LIVE LOAD:60 PER 8. ATTACHMENT TO EXISTING CONCRETE SLAB m `-j I`OUNDATION PLAN / DETAILS d NOTES F2 d� ROOF LIVE LVAD:30PSF-100 PER A3 ISTED IN TABLE SHEET FS THE C.P.SEISMIC PIER MAY BE ATTACHED'TO AN EXISTING COMPETENT ae 26'-4E' 3:12 4 2 ROWS 4 4 2 kUWs 4• 4 2 ftOW3 4_• 4 2 MOMS 0• BASH:WIND SPEED&EXPOSURE: 110-110 MPH.SEE TABLE SHEET F5 CONCRETE SLAB OR CONCRETE FOOTING ACCORDING TO THE FOLLOWING & TV 3 AE-DESIGN CA'CEGORY F' CRI'TERIA: e'-l6' 41,1'GO' 1:12 B s ROWS 4 9 3 ROWS 4• e 3 ROWS D 8 S BOMB B• SITE CLASS D Sa-Lc Sas=t 4 Pa=1 4 1. ATTACH WITH TWO 5/n'DIAM-REDHEAD WEDGE ANCHORS - ��;'� V/ Q 111 LL cv THIS DESIGN NOT IN'I'ENUED F'OR USE IN FLOOD HAZARD AREAS. S. MINIMUM EMBEDMENT=l 5^ 60.5'78 3:12 8 4 ROWS 4 e 4 ROWS 4• 8 a OWC("'J 8 4 ROWS e• Lu v_ 2. FOOTINGS Alit;TO PE SUPPORTED BY EITHER FIRM,UNSATURATED, 3. MINIMUM CONCRETE THICKNESS=3'Y" m /� UNDISTURDED SOIL OR COMPACTED FILL,ASPHALT OR CONCRTII:. 2B'-aU' 3:12 2 ROWS 0 4 2 BOWS 4 e C ROWS 4 e 3 ROWS 4 7 O 4. MINIMUM EDGE DISTANCE=2" gg L FOOTINGS IBL DESIGNED FOR ID, PSF IN1HEARING L FOCIIIB S S ALL B COACH SIZE NOTES: ((I V SE COMPA'IN A WITH LOCAL SVIL CVNUITIONS. ALL F00'I'INGS SHALL BE 20'-32' q0.5'-ti O' 3:12 to 3 ROWS 0 B 9 ROWS 4 B 3 ROWS 4 12 4 ROWS 4 ,per FOUNUI;U IN ACCORDANCE WITH tLC.D.GUlDIAN1:5 AND'1'TI'LF:25. 1.UNLESS APPROVED BY ROCK SOLID ENGINEERING,INC.,THE - ----- ----- O 3.SfRUCTIIRAL STEEL: ROOF PITCH SHOULD NOT EXCEED: BD.S'-78' 3:12 IO a ROANS O t2 4 ROWS 4 t2 q RUW.'> 4 14 5 ROWS B A.SHALL CONFORM TV ASTM A36 Fy=13D KSI MINIMUM. A. SINGLE WIRES: 3.12 /•(� n B.SHALL BE FABRICATED ACCORDING TO NSC SPECIFICATIONS. B. DOUBLE AND TRIPLE W1DE3: 3:12 AS LISPED IN IS 3:12 3:12 I2 3 R01Y3 0 'B� 3 ROWS 4 9�3 ROWS 4 B 3 ROWS 4 Lu Y-IfIZ C SHALL BE WELDED ACCORDING TO AWS SPECIFICATIONS: TABLE SHEET F5 " 30'-40 ati� 7-- 3:12 12 3 ROWS 0 1.. 4 ROWS __12_ a HUWS 4 12 4 ROWS 4 ELECTRODES: STI 2. FOR ANY ED IN SIZE OTHER THAN AS SHOWN ON THIS PLAN OR -D,---- .tt PLATES: STANDARD A36 REFERENCED B THE TABLE SHEET F6,THE LAYOUT SHALL BE REVIEWED 005' 8- 3:12 I6 4 ROWS O �1 6 ftOW.4 4 IB 6 ROWE 4 l4 5 ROWS 8 �J LL^ lO DOLTS. STANDARD ASTM A307 ffi APPROVED BY ROCK SOLID ENGINEERING,INC- .A3 34 48' 9:12 12 3 ROWS 0 12 4 ROWS 4 12 4 R0W3 4 12 4 ROWS 4 1� 'eHREnD N ROD:OCLD URAwN Low CSCREW wELDADIE INSPECTION REBUIREMENTS: D.ALL COPAL,COMPONENTS INCLUDING NAILS&SCREWS EI'C.AItG TO 1. THE DESIGN OF THIS SYSTEM IS BASED ON STANDARD COMMERCIAL 0.6'-40' 4&W-60' 3:12 12 3 ROWS U t2 4 ROWS 4 l2 4 ROWS 4 14 5 ROWS 6 13E PRU1'EG1'IVE COATED. COACHES AS BUILT BY THE MANUFACTURER.SITE BUILT ADDITIONS 4. 1'IlT'C.l'.SF;ISMIC PIER SHALL BE WSTED&LABELED BY DSK HAVE NOT BEEN US,Y ELOPE TN THIS➢ES[GN. 80.6'-78' 312 to 4 TOWS U 3B 5 ROWS 4 IB 6 ROWS 4 18 BROWS 6 A:iD-IA'TSS'EYE'THESE ULTIMATE LOADS: -� ]"FILI)1D IN Ctl PIERS:Of LB3.(STRONG➢]A),2279(WEAK BIR) 2. ALL DIMENSIONS INCLUDED ON THIS PLAN,INCLUDING COACH SIZE, Z .. lU INCH X--I.ARGL PIRR:1553 LBS.(STRONG DIM.)1462(WEAK DIM) ROOF HEIGHT AND PIER HEIGHT,SHOULD BE YIELD VERIFIED BY THE 'IANLE-N01ES If;,ODO VERTICAL LOCAL BUILDING OFFICIAL.ANY DISCREPENCIF.S SHOULD BE IMMEDIATELY Q '1'IIIS FOUNDA'IJUN SYS'UNIA IS FOR PLACING COMMERCIAL COACHES BROUGHT TO THE ENGINEER'S ATTENTION, R,USE:TABLE,FIND COACH EDTH THEN LENGTH FOLLOW ROW ACROSS TO DESIGN ROOF(SNOW)LOAD TEEN DESIGN END LOAD. BEAU TOTAL NUMBER EI C.P.IEESA PIERS,ADD NUMBER OF ROWS&TIOOWNS REQUIRED. SEE PLAN SHEETS F3 AND F4 FOR CONSTRUCTED WI'CI1 LONGITUDINAL OR GROSS JOINTS. pLACLAIENT OF C.P.SEISMIC PIERS AND TIEDOWN SPECIFICATIONS. 'EHIS FOUNDATION SYSTEM I!l DESIGNED TO BE CONSTRUCTED ON A 3. THE BUILDING PAD SHOULD BE INSPECTED H ENSURE THAT PROPER FAIIiI,Y LEVEL.3L'I'E wl'CH NO LXLSTING SDIL PROBLEMS. SEE NOTE 2 SOIL CONDITIONS AND DRAINAGE PATTERNS HAVE BEEN ESTABLISHED IN FOR EXAMPLE:,FOR A 24'x60'COACH WITH.A DESIGN SNOW LOAD DF 30 PSF&LID MPH,EXPOSURE C END LOAD,READ 8 C.P.SEISMIC AND't'ITI,F 25,SF�(TION 1'334(b). ACCORDANCE WITH TITLE 25&THE COACH MANUFACTURER'S PIERS,PLCS)IN 3 ROWS,WITH 4 C.P.ANCIIOR PIER FILL N3.LAYOUT SHOWN IN DOUBLE WIDE PLAN VIEW SHEETS F4. REQUIREMENTS. ! STANDARD PIER&ROGUING SPAMN(;PER COACH MANUFACTURER'S AS ESS/ LOp%oFEss •FOR SIN :S. -i N OWN:,IS SHOWN ETH AN ASTERISK(•),INSTALL MIN.2 EARTH AUGER TI®OWNS PIERS INSTALLATION BE DETFRPI VI O BY TITLE WITHOUT AN NS1395 5G OF STANDARD 4p�0 1E M.B. <F. EV ltE M q,W! AT EA H END Gl..OP H t M-. NEI ALLY APPEES EXCEPT FOR ITO MPH,EXPOBURE B WITH A 30 PER,ROOF LOAD. / �y. i•" �W COACH SIZES R.F':E I! HAT ARE COMMONLY MANUFACTURED. IF'TILE EXACT SIZE OF THE COACH IS NOT LISTED. FOUNDATION P 1I) N()'1 I'S: �'.. I 2 g �i`�'�\,•-�2 m. CHECK THE NEXT'NR IU R 1 LOW It III AND USE ME ONE THAT REQUIRED MORE PIERS D SYSTEM . ] TWO FOUNDATION P ARE AVAILABLE FOR USE WEED THIS SYST No.6U2g5 hi \N°"50245 'TH a TIE CUSTOMER NAY CHOOSE ONE OF THE PADS FOR THEIR COACFI. E'f1EDOWN FHAL, -F LISTE.&IN3TALLADION INSIftULT10N5 SHALL BE ON SITE AT TIME OF INSPECTION. L'E IE All SHFF,I'1,6. 2 ID'1'Y IAJ -HAIL IJL PLACED ON FIRM,LEVEL UNDISTURBED SOD. A'i°q DNH P+ +�'•qJ CIVIL P+ No ..DO BRAG !'.1fASCLOF THE UMBERIER .1 HEIA'1I.OI IETEIIl IHF IAN IFR MAY IIC EXTF.NBED ABOVE 22.7o INCHES Q IF*. NOTE _) ` H(i �OF CALIFO lF OF CALVf Z 111 3 fHE I) NDA:LON F 1;SHALL BE ORIENTED AS SHOWN ON'THE PLAN V C T N J IS DRAWING WTI'll HIE BOLT HOLES PERPENDICULAR TO THE CI ASSES 1 rC�l y✓� I/-,/, I t/U- BEAR. SEE PLAN VD, SHEETS F3 AND F4. 51gi\e�s I r.j S\fined: ::3 LL ENGINEERED FOUNDATION PLAN ®°'/L5/' ENCTINF;I?RED FOUNDATION PLAN 2D4/25/1 W 0 m OCK SOLID ENGINEERING,INC. SHED.T P2 OCK SOLID ENGWEERING,INC. SHEET F5 -1 U 0 O CENTRAL PIERS - SPA 30-7F of D CENTRAL PIERS - SPA 30-7F OF B Z D_ > UIILu14�4 - INTERIOR RIDGE SUPPORTS H R Plm nEvvm+,WxpN REavmpB F°R O Q j u cP eelx�ac°m� ',; N'aEpX I-, CH I REAM �f U U Y Q - AS SPECIFIED BY STANDARD CHASSIS PIER COA(,F1 2AA'IUI ACTURER SUPPORT.TYPE,SIZE& �{/ -I-LOCATION PER COACH ,"w xva"eun : PLnr4 3WI (\ )' Z MANUFACTURER • BO TFWI BH NUT LII LLI� c 0 p� TT rs n wrs I 111 L MAX Ha 3 A EZQa OF�<L-1 Eo°R PIPETD E[xi:xu 113-I TOLTSTUBE MUST F ILNOBS)TGRDUF U X3 IIN T MPv AS'L .IG P5515 BEANSSStBERSSSENO . SI FUND l,�vhEIS1 XN �RJ 1 ETI LT HOLES IRS INC TYP L PECP' lCULAN TO r)nrvo°oHA951S BEAM v<rrvlcxl STEI BOLT Dft PLAS I II INSERTS 5/Dz2S BOLT IHUAHD�N-D WASHERgpYI/T"P OFF ,i�0 PLACE C.P.SEISMIC PIERS [] [f] ] [] [�] J t�EaOIN.3.3 gEE Do, „wce B NEHBR�I SEISMIC PIERPIERS D E A e OFESSl!MM O R 4p' bP�1t0.E T W PER TALE, 1 C.P. ANCHOR PIER NDT TD sc79 UC.P. SEISMIC PIER 04 PATENT #5595366 O�N�CI0, I}�I`RVI fV}'yl IITI�7f ISM1c PIER MAY LISTING //186.6 BY CTC PATENT g5873fi79 LISTING //CO3-044 60C'BY BSK N0.G0245 LACE.I STANDARD PIER HOLES FOR 1/2'x2-1/2'C.D� FANCHOR INSERTS �EOP0.0FESgfO� I`7}'I IT} L}rl y O. Iny 4C�StEM A•YWlf O�jp�2L OF CALLED 1 I�1 1 y I No,'0245 M T"✓ C I ¢ LJ LJ Ll TBRINNI: \ 1 2-3/B'x V BOLTS r OF"CALF Sn,edt:A/z-a/0, N PEACE C.P.ANCHOR PIEH ", �' r + '"'-- Fib NE OUT 1 SHEET FT) --- FIELD DRILLTHIN OF HDLES `t' OUTER CHASSIS BEAM 4-M14 SELF TAP SCREWS ..... CH C q/dnp CLAD PNP IN PLACE OF SEISMIC ---\ DR J BEAM FCALWO P16R,WHEN REQUIRED \ FEB 07 2019 4 4 4 p PER TAB E SHEET F6 -----' j 3'x 3' (UH.Cepecit,2B40 Lat 24' I- -13'- 1/a'z2'x4' PLATE Si neA:✓'I118 &3170 UpBTt) 24 ANGLE B'VIDE PACER AS SEAL 5/6 3' NEE➢ED FOR ^/g L_, C rl ANr FB PL.AST[c - DATE: -BEAN OF 4-3/0'BOI.TS� SEISMIC OUTLINE COACH ^2' -I I:i.S' PIER i( (J I SCALE:COACH C.P. PRO DUN: L A.P. mac_'-1t `PYWOOD PAll [PRECAST PADJ JOB. PLAN Nol 10 E-IO v .vJs1-/ �FOUNDATION PADS I 4 TYPICAL BEAM CONNECTION IcZO2034 TRIPLE RIDE COACH NOT 'TU SCALE NOT'Co SCALE SHEET ENGINEERED FOUNDATION PLAN ®04/25/1 ' ®D4/25/1 � ENGINEERED FOUNDATION PLAN /n COCK SOLID ENGINEERING,INC. SHEET F3 /n COCK SOLID ENGINEERING,INC. SHEET F6 LLV CENTRAL PIERS - SPA 30-7F of B dSV CENTRAL PIERS - SPA 30-7F of 6 OF 2 SHEETS REVISIONS DATE E3Y INTERIOR SIDE ---- - - COLUMN FLOOR SYSTEM FLOOR PLY 3'-W. Sb GHASSIS MAIN RAIL F q 0 ill CHASSIS SEE DETAIL'6' 0 r 6�1 FOR CONNECTION VWWW tQA� ----- -----�-----T ----T�----- ----Tf"-----T7{{T--i MAIN RAIL (2)6000 LB TO MAIN RAIL x lul lul J hull II�JII RATED Q SPREADER STE2441 EL PIER L G.P.6EISMIG = r-� OUTLINE OF BUILDING ABOVE I F'ERIME7ER PIER ~�� PERIMETER C.P.SEISMIC PIERS l3)2x12x24" w/14x24x3/4"P.T. W^_ (TYP 16) I P.T.PADS PLYWOOD PAD (-0�- I I ro-q0x I LOCATE INTERIOR COLUMN I DETAIL SUPPORT AT ALL INTERIOR I (INTERIOR I DETAIL a E SEISMIC PIER - n I t'-0"MAX PER SPACING ry COLUMN LOCATIONS I FZ SCALE:I"•I'-0" SUPPORT)COLUMN2 SCAI E:I".I'-0" •EXT.MAIN RAIL) r r e INT.MAIN RAIL C.P.ANCHOR PIERS N N I V (TYP 4) u `�'tL C Lu • FLOOR /� CHASSIS L of PLYWOOD MAIN RAIL W 4 CHASSIS I �- ___..... _. _ P2 MAIN RAIL ' d Q CHASSIS I I MAIN RAIL I SEE DETAIL'6' W I Q FOR TO MA N PAIL _ I 3x3 STEEL 3x3 STEEL I - C.P.ANCHOR PIER Cn 'S LL I PLATE PLATE I iA (CA.HCD APP. Z I I NO.30-7F) O L-- ----- ----- ----- ----- ----- -----�--� ~ 10 00 (2)3/a"4l (2) G.P. A307 MB. A307 MB. I I G.P. Q a) COMMERCIAL MODULAR FOUNDATION PLAN SEIPI,ESISM,R EA.PS)E EA` YP) PEER IG q� SCALE:1/4". I'-0" 01 z DETAIL (C.P.ANCHOR PIER N X_Lu r SIDEUTALL MODULE LINE F2 SCALE:I"•1'-0" o MODULE LINE) Z '34- CONSTRUCTION NOTES: .o �U0 1.) FOUNDATION DESIGN LOADS: DETAIL 3 II'-V" (SEISMIC PIER TO CHASSIS) 73 p,W`; ROOF LIVE LOAD.20 PSF I I j=2 WZWz FLOOR LIVE LOAD•50 PSF ULT.WIND SPEED 110 MPH,EXP'C' EARTHQUAKE DESIGN DATA: I p FLOOR SYSTEM z 0. a.) SEISMIC IMPORTANCE FACTOR: IID0 ' L RISK CATEGORY: 'II' I I b.)MAPPED SPECTRAL --.. RESPONSE ACCELERATIONS: Se•2391q ASI.0.96 g c.) SITE GLASS: .1. d.)SPECTRAL RESPONSE COEFFICIENTS: SDS.1594 SDI.0.96t CWA'8818 4000 LB RATED eJ SEISMIC DESIGN CATEGORY: 'E' MAIN RAIL L) BASIC SEISMIC FORGE STEEL PIER RESISTING SYSTEM: CANTILEVERED COLUMN SYSTEM USING SPECIAL STEEL MOMENT FRAMES P)DESIGN BASE SHEAR: 0.638 W ) SEISMIC RESPONSE COEFFICIENT: Ce.0,638 2x12x24" 1.) RESPONSE MODIFICATION FACTOR: R•25 P.T.PAD J.) ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL _ _ - FORCE ANALYSIS n/ K) REDUNDANCY FACTOR USED: 13 !L 2.) ALL WORK SHALL CONFORM TO 2016 GBC AND/OR LOCAL BUILDING CODES. Dj Z DETAIL (TYP PIER• 1� t^ -I 3.) ACUMEN ENGINEERING HAS NOT INVESTIGATED THE SOILS SUPPORTING THIS F2 SCALE:I".I'-V MODULE LINE) —J Q7 BUILDING.THE ALLOWABLE BEARING CAPACITY IS ASSUMED TO BE 1500 PSF. IF ACTUAL SOIL CONDITIONS AT THIS SITE ARE KNOWN 70 VARY FROM THESE Ll w W Q ASSUMPTIONS,THEN ACUMEN ENGINEERING,MUST BE NOTIFIED IMMEDIATELY. KEY PLAN O Q J V 4.) CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON SCALE:1/16"•1'-0" PLANS.TI4E ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES. z } J 1 5.) THIS DESIGN IS BASED ON TI4E FLOOR 4 ROOF ASSEMBLIES ACTING AS O Q W l U CONTINUOUS DIAPHRAGMS TO DISTRIBUTE LATERAL LOADS. REFER TO W a' BUILDING MANUFACTURER'S INSTALLATION INSTRUCTIONS FOR PROPER PLYWOOD END COLUMN F- J?WJ INTER-MODULE CONNECTIONS. FLOOR nU 0 UVF 6.) ALL LUMBER IN CONTACT WITH OR WITHIN 6"OF SOIL TO BE PRESERVATIVE TREATED. IL 0 W Q y}A z CHASSIS -1.) ALL FASTENERS USED IN FOUNDATION MUST BE CORROSION RESISTANT. ENDMEMBER Q n W 8.) ADJACENT GROUND SURFACES SHOULD BE SLOPED AWAY FROM STRUCTURE 0) ly AT 5%FOR A MINIMUM DISTANCE OF 10 FEET. DRAINAGE OF SURROUNDING ASYMMETRIC PIER O LL X QX AREA SHALL BE PROVIDED TO PREVENT ACCUMULATION OF SURFACE WATER (6000"CAPACITY) J 9J SKIRTING(IF USED)MUST BE SELF SUPPORTING AND MAY NOT TRANSFER ANY LOAD. U v 2x12x24"P.T. 10J IF SKIRTING IS USED,UNDER FLOOR AREA MUST BE VENTILATED AT I$a FT. SPREADER FOR EACH 150 80.FT.OF FLOOR AREA. OPENING MUST BE COVERED w/ CORROSION RESISTANT MESH WITH OPENINGS OF 1/4 INCH. (2)2x12x24" P.T.PADS 11.) IF SKIRTING IS USED,AN ACCESS OPENING WITH DIMENSIONS NOT LESS THAN S"44"SHALL BE PROVIDED WITH HASP AND LOCK 12.) HEIGHT OF FINISHED FLOOR ABOVE GRADE SHALL NOT EXCEED 30". �4 QpYES31p�, 13J ALL UTILITY/RAMP/STAIR DESIGN AND SITE/UTILITY/GRADING DESIGN BY OTHERS. 4 DETAIL (END COLUMN SCALE:I"•I'-0" yy4yyJ / 14.) PRE-FABRICATED$IESMIC PIER FOUNDATION UNITS SHALL BE'C.P SEISMIC �2 SUPPORT) `� -�S181p PIER'COMMERCIAL MOBILE FOUNDATION(CALIFORNIA HCD STATE APPROVAL NO.30-IF)MANUFACTURED BY CENTRAL PIERS,INC. 15.) SEISMIC PIER FOUNDATION UNITS SHALL BE FIRMLY SET ON FINISHED GRADE 9 G'CA��f SO THAT REASONABLY FIRM BEARING IS ACHIEVED. i IS.) IF DIFFERENTIAL SETTLEMENT EXCEEDS 1/4",THE PIERS SHALL BE FEB 07 2019 READJUSTED TO PROVIDE PROPER SUPPORT. IT.) STEEL PIERS MUST BE'TIE DOWN ENGINEERING-SERIES MPP'OR APPROVED SEAL EQUAL. (PIER DESIGN CAPACITY TO BE 4000"UNLESS NOTED) DATE: 2/19 16.) THE MANUFACTURER'S INSTRUCTIONS MUST BE STRICTLY ADHERED TO WHEN INSTALLING PIERS. SCALE: SHOUIN 19J ALL UTILITY CONNECTIONS AT ENTRANCE TO BUILDING SHALL BE MADE WITH DWN: FLEXIBLE TYPE CONNECTORS. A.D. 20.)MODULAR BUILDING TO BE CALIFOWIA NCO APPROVED COMMERCIAL MODULAR JOB I J02(03A 21.) ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED FOUNDATION SYSTEM. SHEET THE OWNER OF THIS BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING FOR DAMAGES ARISING FROM IMPROPER INSTALLATION. 2 OF 2 SHEETS - - - - - - --- - -- - �I �' --- � - - - L REVISIONS ---- - ---n� 'n GENERAL P70TES: DATE BY ENGINEERED FOUNDATION PLANT REPERENCF.: CALIFORNIA CODE OF rljGULATIONS,TITLE 25&zp13 C.U.C- 14. CCtI�RP.7E FOUaIDA'r1(AN_�4US C P. SEISMIC PIER CHAPTER I8. A.2500 PSI A'1'LID DAYS A3 TESTED AND FATNUl BY"a"I'A.. WEIGHT CONCRETE. iSPA 3D-7F' 1. DESIGN LDAUS SHALL BE CON3131'ENT NITH LOCAL A.RgU[P.EHEnITS WPENR 5, vpF3ejRE TREATED EgJBDA'ITON PAU - INSTALLED.' L FOLLOWING PS DESIGN t.OAD5,IRE INCURYON{TEU HEREIN: A.3/4 1'lCt7 A.P 4.4tl/lb E%TERIOR P.S.(--tl3 CC.PLUGGED, FLOOR LIVE LOAD:50 PuF NEk-4IA397,PRP-108. ROOF LIVE LOAD:ATESLIPGO-100 PSF A3 LISTEp IN TA81E S}SEET F5 'A. CONCRETE TO E%13TN C ETE FOOTING AB 1 FOUNDATION �I � �� � � DESIGN FOR: CENTRAL PIERS,INC. BASIC RIND SPEED&EXPOSURE: 110--120 MPH,BEE TABLE 3HEET FS AIT THE C.P.SEISMIC PIER MAY DE ATTACHED To AN EXISTING COMPETENT 'I��/IL' 6➢13MiC DESIOR CAT➢GDR_.E N 264 N. THORNE AVE. CCRITEx St23i OR CONCRETE F00'fINL'ACL'ORUClC TO THE F01W'WING Q Fx FRESNO, CA 93706 SITE CWS3 D Se=1.5 Sda=1.4 Fe=1.4 (V THIS DESIGN NOT INTENDED FOR USE IN FLOOD HAZARD AREAS. 566--OB'L8 2. FOOTINGS ARE TO HE SUPPORTED BY EITHER FIRM,UNSATURATED, 1. ATTACH WITH TWO 5/8-IMAM.REDHEAD WEDGE ANCHORS UNDISTURBED SOIL OR COMPACTED F11d.,ASPHALT OR CONCRETE. I 2. MINIM EMBEDMENT=2.5" BY: ROCK SOLID ENGINEERING, INC. FOOTINGS ARE DESIGNED FOR 1500 PRE HEARING CAPACITY AND SHALL - 3. MINIMUM CONCRETE THICKNESS 1100 MAIN STREET, SUITE A BE COMPATDILE WITH LOCAL SOIL CONDITIONS. ALL FOOTINGS SHALL BE 4. MINIMUM EDGE DDTANCE=2" 0 0•J OT_ FOUNDED IN ACCORDANCE WITH H.C.D.GUUILINE3 AND TITLE 25. I COACH SIZE NOTES' WATSONVILLE, CA 95076 A9 1 >- 9.STRUCTURAL STEEL: F 831-724--5868 A SHALL CONFORM TO ASIM A36 Fy=36 IGH MINIMUM. 1.UNLESS APPROVED BY ROCS SOLID ENGINEERING.INC.,THE - B.SHALL DE FABRICATED ACCORDING TO AISC SPECIFICATIONS. I EOOFAP SINGER SHOULD EXCEED: F r C.SHALL BE WELDED ACCORDING TO AWS SPECIFICATIONS: 8. DOUBLE AND TRIPLE HIDES: 312 AS LISTED IN :3 Ili RED` STATE A P PRO CI V A E I. ELECTRODES: E70 TABLE SHEET F5 N ^pJ PLATES pSTM A38 LL•(]]WW116 Bi. BOLTS: STANDARD ASTM A307 2. FOR ANY COACH SIZE ABLER THAN AS SHOWN ON THIS PLAN OR O, COMNBECLAVMODULAIGO-nCL1I.- , iv REFERENCED IN THE TABLE SHEET F5,THE LAYOUT SHALL BE REVIEWED v {��J• FOUNDnTIOx SYsrna THREADED ROD:COLD DRAWN LOW CARBON WELDABLE &APPROVID BY ROLE SOLID ENGINEERING,INC. (Q V X no.60243 ImALTHAxnsaneivconQ SPCDox lufl D.ALL METAL COMPONENTS INCLUDING NAILS&SCREWS ETC.ARE TO INSPECTION REBU RFMENTS L/�}� (///,/�/� 'I�Y,}�� {��J I II, /,T\y I( Iy #���/) �I �(/.�-J I MPRDYeD C.P.PROTECTIVE COATED. , (2 ) 2� x 1F=� C I=9 U L l�F OFFICE 5 U I�t=s f 1 T !f 0 LL \ * 4. THE C. FOR PIER SHALL TE LISTED&LABELED SY SSE ]. THE DESIGN BUILT THIS SYSTEM 6 BASED ON STANDARD COMMERCIAL CML �P* WUBf34T'ro LORR6CHmH xaI1W) ASSOCIATES7-WE FOR THESE ULTIMATE L LOADS: COACHES AS BUILT L THE MANUFACTURER.3YPE BUILT ADDITIONS 7"THRU 1B MICR PIERS:3203 CBS.(STRONG DIR),4023(WEAK IR) I HAVE NOT BEEN INCLUDED IN THIS DESIGN. ��I//////y���,,/// r r AALNdF- APPAOVALHUIR?aT�A�TWSOAATFAIVOAAnnaPN ANT IH INCH RLARGE PIER:1553 LHS.(STRONG DutJ 3462(WEAK DIR) 2. ALL DIMENSIONS INCLUDED ON THIS PLAN,INCLUDINGs,R. �{� T M nLvINeMexi'e oY 36,00p VERTICAL ROOF HEIGHT AND PIER HEIGHT,SHOULD BE FIELD VRRIF;3D BY THE u 51 4 6J[P oa`EA-nevunONrao x - 5. THIS FOUNDATION SYSTEM IS FOR PLACING COMMENCW COACHES LOCAL BUILDING OFFICIAL.ANY DISCREPENCIES SIIC I;.11_:LAMED ATELY ETaTA OTCALNOxxfA NOFRE THISCONSTRUCTED WITH LONGITUDINAL OR CROSS JOISTS. BROUGHT TO THE ENGINEER'S ATTENTION. DePAKMEM OPBVU9INOANDCONNuxITYDnvm.OreiMlT 8. FAIRLY ON SYSTEM IS DESIGNED TO BE CONSTRUCTED ON A I YT I FAIRLY LEVEL SITE WITH NO EXISTING TO BE CONSTRUCTED SEE NOTE 2 3. THE BUILDING PAD SHOULD HE INSPECTED TO ENSURE Tr_A'PROPER L I D _ EUDBS ANDARDS1 //, AND TITLE 25,SECTION 1354(b). SOIL CONDITIONS ADD DRAINAGE PATTERNS HAVE BEEN FS:'RUSHED W L �./y//7r 7, STANDARD PIER&FOOTING SPACING PER COACH MANUFACTURER'S ACCORDANCE WITH TITLE 26&THE COACH MANUFACTURER"S V/ xD. _ vAiW � REQUIREMENTS. INSTALLATION INSTRUCTIONS. WITHOUT MANUAL,SPACING OF STANDARD pFESSq;,r4 TR.,7- emvAle L-JFA _� PlEtts TO BE DETERMINED BY TITLE 25,SECTION ITH T. °PR L,1 j L ry I♦ C 4� Ea A L r F 0 f N r 4 �y 2 ''// q l^� I'OUN0 FOUNDATION PAD NOTES .��4E M.µz\y {l� .(�olJ• III\lll 4lJ I/l+s� If��\J I x�r�{I L L Tyn" /.+-GPriol&j ` Dp i. TWO FOUNDATION PADS ARE AVAILABLE FOR USE F1TH THIS SYSTEM. '(�', / THE CUSTOMER MAY CHOOSE ONE OF THE PADS FOR THEIR COACH. �_ Np.30245 REV. DATE _BY COMMENTS � .C4 SEE DETAIL 2,SHEET "�* --- 2. (SMTNEE PADS SHALL BE PLACED ON FIRM,LEVEL.UNDISTURBED SOIL I ./ \ (SEE GBH.NOTE 2) q1VIL VF�e-/ aw L - A. THE FOUNDATION PADS SHALL BE ORIENTED AS SHOWN ON THE PLAN LAII VIEW DRAWING WITH THE BOLT HOLES PERPENDICULAR TO THE CHASSIS F SY,^0 I -71,p jE Cl/04/15 YW REVISION TO TAHLD,PAGE F5_ BEAM. SEE PLAN VIEW SHEETS F9 AND F4. I - J^jI I 5/il YW UP➢ATE TO 2013 CBE/CRC t ENGINEERED FOUNDATION PLAN sI{EFT ENGINEERED FOUNDATION PLAN >HEET TABLE O CONTENTS CCY. SOLID ENGINEERING, INC. OOK SriL!I,'NSIPIEERING,WC. CENTRAL PIERS - SPA 30-7F FI DF 6 CENTRAL PIERS - SPA 30-71' 12 OF' 6 TITLE SN)=)=T Z COVER SHEET / STATE APPROVED PI INTERIOR RIDGE SUPPORTS STANDARD CHASSIS PIER I'- K� A9 SH MAN D CT STANDARD CHASSIS PIER SUPI-TYPE,912E&LOCATION Ny COACH MANUFACTURER PER COACH MANUFACTURER __ G.P. SEISMIC PIER PLANS -�`�LOCATION PER COACH& -- I �i N r MANUFACTURER I.� I Y , FOUNDATION PLAN / DETAILS e NOTES F2 0 q Q W 1 Ix�SfH HONE PRIDE OR O VER T T A" [�/ HDIAGIES ENRDI ANCHORS O 'r�-I� 2D0D IDe CAPACITY. �(� p7� �LI' NUS PER PER TABLE SUEEI' lu O Penn nN PACE. ROW 2 FT FROM �[NASLSi3 BEu�I �PwsSISTiW PAD MUST BB END THEN SPACE EVENLY. V O41) LNG E E Pen DwSExPeTlnx ENIS" pL4L'Ep AS 9HnWN HSts lseCAN>i-I EN ATIEOOYINS IN PABLE 11 1 LL PAD MUSf SE SHOWN NITH ASTERICX(•), w �T 0 IENTATION PLACED SxDNN FYl r-I1 (-I- FIT wF1'H BOLL HOLE4 U IN�*I'1'"'ENDNALL.RS Z_ O�t W PPAD NO.BE NITH BOLT H0183 I�,1 L�.J L.IJ LIJ PEBPENDiCULAR TO I.�I LFD.AT J .RSSI:HEfM� xassls eXnsils IeINEAY1� PACED AS SHOWN CHA3919 BERM a BGLT HOLIES CNA3919 BEAM I I I I N � � 0�] •(� W�6T m PERPENDICULAR TO PeENglg ,TG T T 4 4 T 4 a T T 4 T T T PLACE PIERS IN ROWS ,-I-, PLACE cn C.P.SEISMIC PISR9 F 4 A PER TATTER M �{ SHEET FS LLLLLLJJJ LL1 w Rows OF a A Dr rows seRN�TAmE (DETAIL 9,Sf3cEr F6) tt I A PIERS PER PABLB EACH 38ISM1C PBR .. II Sl_ •-I-,� SOP ROWS PER TAHLE. NAY REPLRCE 1 MI • Y EACH SEISMIC PIER NAT STANDARD PIER QRGFES REPLACs L STANDARD PIER I I I I I �QAOPSE MS 4.91 �n Q W T T T T T T El I I f 7+rycbzas LI LI LI LI Lt1 a Lf1 IlJ o -*- '* a TIOR EIS: TIEDDWN3: PEACE C.P.ANCHOR PIER t/l I I R� 9Tf CIViI �y- .,N PUCE C.P.ANCHOR P6P q�Of CALMED"p (DETAIL 1 rCHAD'pb) ON OUTER CRA591S�HEAM $ }$ C� f{' O, Of CALffAQ'\ m' IN MITER CHASSIS BEAN IN PLACE OF SEISMIC PIER IN PLACE OP 6EISMIC -�•<-tI 9 6frip $ WHEN REQUIRED r SHEEP 4 4 4 4 Fo��.noA� Q 4 IF PER TABLE SMELT F5 T T T (MIL CePAcity=2840 Lei (Olt.CapeeNy=2S4D Int& A PER T.1B15 8 9170 Uplift) 3370 llpHil SHEEP"EN� [J` EACH lmmc DP m OUTLINE OF 1 _OUTLINE OF COACH '� ODTLINE COACH OF COACH lii iii lii I T 1 0'-32' 1L 0 3•-{B• PLAN -,B' 4 Z Q PLAN D NDI to SDDW te2 N 10 3oM° PLAN NDt W SUDIe l n DOUBLE WIDE COACH SINGLE WIDE COACH t�s�b � r lq TRIPLE WIDE COACH G O�0 U w /�OCK SOLID ENGINEERING, INC. ENGINEERED FOUNDATION PLAN SHEETGGK soup ENGINEERING, we ENGINEERED FOUNDATION PLAN SHEET CENTRAL PIERS - SPA 30-7F F3 OF 6 CENTRAL PIERS - SPA 30-7F F4 OF 6 j 0 A—— u 4 Q Q o NAX R00F WVF:"AD(PSF) 30 PS BO PSF 60 PSF 100 PSF CDNCx 1 BEAM � 0}0 Z 4 .fe W QQ F ,r�, IIRE RO MAX.NM➢LOAD NPH,EI'IP) 110B - 120B 120C Sur•vure i 9'° ��OLT'D Z COACH 312E yL LTs a Nuis % LRTE \ RSHER H NIfI 0 w WIDTH IENCIM OOF PITCH A OlO pahg 17°EE eAisilc gDyTy ry,s sgiswc IF). T F y�yO pois AB N OOHp9 Arle,we n xe-tee 3 F INN PlP -ST DIN 9 D PIPE O O h UP TO 48' 9:12 4 2 ROWS 4 4 2 RUNS 4 4 2 ROW3 6 4 '2 ROMP 8• .NITH.,e•�oe r-ieruTx 12 IN FGR THE SO IN PI E tO 3/e'HALTS X p 8'-18• {8.5'-8U' 3:12 0 3 ROWS 4 8 3 ROWS 4 C 9 ROWg 8 8 9 ROWS g• R �Ijp,' j,3�.R a NR S 14 IN Ff&i THE tH IN PIPE 1'SGNIE-TO 3 IND IN-LH" 60.E-78' 3:12 8 4 ROWS 4 B 4 BONS 4 8 4 RAWS 6 8 4 RAMS 8• TUHE HOST EXTEND I (t5 FT-LBSf FORCE, 3'MLN IN TO CIANF 55 q. IBC m - LLPMP PLATE (V / U}'S'O 46' 3:12 B 2 ROWS G 4 2 RpN9 4 C 3 NOW, 4 8 S ROES 9 aw I EASE HEIGHT 'n 3{ " F u' I3S iKHCREG Az "' 3/16'TPLATEELEIE D (xd 3:12 12 9 BONS U 8 3 ROWS 4 B 9 ROWS 4 12 4 ROWS 4 I�.,,yy plyi „A _ HL5 IMCN FJ(TRA LARGE <YP`R`]]z p P.T ,•un r I vLfEiSTICNINSERT/SVB.O I DLTT qR S:12 18 4 ROWS 0 12 4 ROWS q 12 4 ROWS 4 14 5 RDW9 6 iTH HNRDENED WASHED T * UP TO 48' 3:12 12 9 ROWS 0 ]2 3 ROWS D 12 3 kOWS 0 0 S ftOWS 4 l/4'PLATE if\`lVIj Q _ r au �'�`CALIFOR� 3U'-d0' gry,y_6p• 2.12 12 ROWS D 18 9 OWN 0 t2 4ROWS 4 12 4ROES 4 _ /Rx°1 ° "N ' rtx x SSA�a 4 lib 9 0.5'-48' hU.5' `8 3:12 8 4 ROWS 0 20 5 RDN3 0 6 6 ROWS 4 14 5 R 6 EISMIC PIER Mar m SCALE J N uF 1'0 4B' 3:12 12 3 ROWS G 18 4 ROWS o 1B 4 ROWS D 12 4 Rows 4 ,;�C.P. ANCHOR PIER xaP ED SCALe 3�SEMM.K PIER�/1-PATENT/j5595366sS o pOFE Q N 00DD'' LISTING 188.E BY CTC PATENT µ5873678 LISTING CO3-041-60F BY BSK y�4. q\ C7p� -60' 3:12 12 3 ROWS 0 12 4 ROWS 4 12 4 BONS 4 -._.__-_-...__5 RULES FOR 5/8'x3' 47 n 80.5'-TB' 9:12 18 4 BONS 0 18 5 ROWS 4 LB 6 ROWS 9 18 8 RDN3 8 1/2'x2-1/2'C.H. FLANGE➢PLASTIC TAALE NOTES �r-}`\\\\ AIiCHOR INSERTS -I 1 - /e'z 1'HOt1C TO VSE TABLE,FIND COACH WIDTH THEN LENGTH. FOLLOW RON ACROSS TO➢E31Gh ROOF(SHOE)fAAD THEN DESIGN WINO LOAD. R FIELD DRILL HOLES READ TOTAL NUMBER OF C.P.SEISMIC PIERS,AND NUMBER OF BONS&MLOWNS REQUIRED. SEE PUN SHEETS FO AND P4 FOR ➢PTIpN OF df•/ I I �1� PLACEMENT OF C.P.SEISMIC PIKES AND TIEDOWN SPECIFICATIONS. I A ` I q-A34 SELF TAP SCREWS COACH C CALIFpc' v O 1 BEAN PLR E%PLACE,FOR A ROWS, I COACH WITH A DESIGN PIE SNOW LOAD Or 30 PSF&110 MPH,EXPOSURE C WIND LOAD,READ E CP,SEISMIC I.x 3' PIERS,PLACED RV 3 ROWS.NITH 4 C.P.ANCHOR PIER TIEDOFN9.LAYOUT SHOWN W DOUBLE HIDE PLAN VIEW SHEETS PS AND F4. - I^ WYA.E]x JIDE -PLATE FEB 07 2019 -FOR SINGLE WILES.WHEN THE NUMBER OF TIEDOWNS 19 SHOWN IMTII AN ANTEROOM / SPACE AS (•).INSTALL MIN.2 EARTH AUGER TIEDOWN3 AT EEOE FOR EACH sNDWAW OF THE HOMe. TNLS GENERALLY APPIH;3 FOB r2G MEN.EXPOSURE C AND 100 PEE SNOW LOAD ANRU, 4' 3� J DEA S•B'x-�4 4-]/H'BOLTSJ SEISMIC ,OPRDEES SEAL COACH SIZES EEFER TO NOMINAL SIZES THAT ARE COMMONLY MANDFACTURED. IF THE E%ACP 61ZE OF THE COACH IS NOT LISTEp, p1ER ,S, SE M. U CHECK THE NEXT HIGHER IS ID&1932E AND USE THE ONE THAT REQUIRED MORE PEERS. FLANGED PLASTIC I f.•EV �4q4�ccp��A y DATE: THE TIEOONNS SLAW HE MISTED&INSTALLATION INSTRUCTIONS SLAW BE ON SITE AT TIME OF INSPECTION. ANCHOR INSERTS "'A'z` 2IIS` 3.5" / NO.60295 SCALE: NO MORE THAN 1OF OF THE TOTAL NUMBER OF Cl.9FJ I AND ANL•FIOR PIERS MAY BE EXTENDED ABOVE 2't.P6 MCHES MEASURED 9x9-4x4 WVF FROM THE BASE OF THE PIER TO THE TOP PLATE OF Tins PIER. 4' I.1 *�� n SNOUIN PLYWOOD PAD 1PRECAST C.P. PRO PAD Of CALIfOR� % &EQ9DATION PADS 4 TYP CA B M ONN C 9S uo ��` 19m203B Zf x�6 NOT TO SCALE NOT TO SCALE ENGINEERED FOUNDATION PLAN SHEET ENGINEERED FOUNDATION PLAN s EET OCK SOLID ENGINEERING, INC. �OCK SOLID ENGINEERING,INC. CENTRAL PIERS - SPA 30-7F F5 OF 6 ' CENTRAL PIERS - SPA 30-7F FG OF 6 OF 2 SHEETS REVISIONS 4m_0 cHAssls DATE BY PLYwooD MAIN RAIL CONSTRUCTION NOTES: SIDEWALL g_3 g_3 9_3 9_3 CHASSIS FLOOR I.) FOUNDATION DESIGN LOADS: MAIN RAIL 5'-b"MAX PIER ROOF LIVE LOAD=20 PSF L4x2xl/4" CHASSIS FLOOR LIVE LOAD•50 F'SF x 3°LONG MAIN RAIL It- SPACING i EXT. K\ — ULT.WIND SPEED=I10 MPH,£XP'C' c0 MAIN RAILS EARTHQUAKE DESIGN DATA: Q I op a.) SEISMIC IMPORTANCE FACTOR 1.00 Q II '`III RISK CATEGORY: .11, ASYMMETRIC ¢ STEEL PIER 4j _ I °LY I I V V 'LV 'LV I b.J MAPPED ESPECTRALAACCELERATIONS: 3x3 STEEL 3x3 STEEL (3000 LBS � , RESPONSE ACCELERATIONS: sl-o.w1g PLATE PLATE %O H ' r SI=0.96Tg CAPACITY) �_ c> SITE GLASS: D. d.)SPECTRAL RESPONSE COEFFICIENTS: SDS•15-34 Q SDI=0.96T 2x12x24" W e.) SEISMIC DESIGN CATEGORY: 'E' P.T.PAD d)Q 3'-0" ll'-4" II'-4" W-4" 3'-0" f.) BASIC SEISMIC FORCE I (2)3/8"P (2)3/8"V E dJ X 9 I I RESISTING SYSTEM: CANTILEVERED COLUMN C.P. A301 MB. A30-1 MB. SYSTEM USING.SPECIAL 5EI5MIC Eq,91DE EA SIDE SEISMIC tjj Q LL 8'-0"MAX PIER STEEL MOMENT FRAMES PIER (TYP) (TYP) PIER SPACING®INT. I g.)DESIGN BASE SHEAR: 0b38 W T EXISTING A.G.PAVEMENT MAIN RAILS h) SEISMIC RESPONSE COEFFICIENT: Cs=0.638 '`+ V RESPONSE MODIFICATION FACTOR: R=25 LL J.) ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL SIDEWALL MODULE LINE I DETAIL (TYPICAL PIER) FORCE ANALYSIS E2 SCALE:I"-V-0" L k) REDUNDANCY FACTOR USED: 13 $ DETAIL 0 (SEISMIC PIER TO CHASSIS) a1 2.) ALL WORK SHALL CONFORM TO 2016 GBG AND/OR LOCAL BUILDING CODES. �2 SCALE:3" I'-0" L. 3.) ACUMEN ENGINEERING HAS NOT INVESTIGATED THE SOILS SUPPORTING THIS MODULE LINE'CP.ANCHOR 2 BUILDING.THE ALLOWABLE BEARING CAPACITY 15 ASSUMED TO BE 1500 PSF. GI PIER'FOUNDATION UNITS IF ACTUAL SOIL CONDITIONS AT THIS SITE ARE KNOWN TO VARY FROM THESE FLOOR END (TYP 4 LOCATIONS) I �2 ASSUMPTIONS,THEN ACUMEN ENGINEERING MUST BE NOTIFIED IMMEDIATELY. op z PLYWOOD COLUMN C 4.) CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS SHOWN ON E2A244" ' Im 0 PLANS.THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES CHASSIS c ENDMEMBER Lu _ I I 5.) THIS DESIGN IS BASED ON THE FLOOR<ROOF ASSEMBLIES ACTING AS CONTINUOUS DIAPHRAGMS TO DISTRIBUTE LATERAL LOADS. REFER TO OUTLINE OF PERIMETER'C.P.SEISMIC I BUILDING MANUFACTUREK5 INSTALLATION INSTRUCTIONS FOR PROPER PIER'FOUNDATION UNITS INTER-MODULE CONNECTIONS. EM z BUILDING ABOVE MAIN RAIL (3000"CAPACITY) (TYP 10 LOCATIONS) b.) ALL LUMBER IN CONTACT WITH OR WITHIN S"OF SOIL TO BE PRESERVATIVE ONE EACH SIDE OF O I-[:]- �— —� —� — — ALLFASTENERS TREATED. ED MODULE LINE I'L-61' .gdll l.> ALL FASTENERS USED IN FOUNDATION MUST HE CORROSION RESISTANT. P.T.PA P.T.PAD ADJACENT GROl1ND SUF2FACES SHOULD BE SLOPED AWAY FROM STRUCTURE D r AT 1/2"PER FOOT FOR A MINIMUM DISTANCE OF 4 FEET. DRAINAGE OF O 0/LLl SURROUNDING AREA SHALL BE PROVIDED TO PREVENT ACCUMULATION OF COMMERCIAL MODULAR FOUNDATION PLAN SURFACE WATER Q0 EXISTING A.G.PAVEMENT SCALE:1/4"•I'-0" S.) SKIRTING(IF USED)MUST BE SELF SUPPORTING AND MAY NOT TRANSFER ANY EXISTING A.C.PAVEMENT 0, V LOAD. 2 DETAIL (END COLUMN � 10> IF SKIRTING 15 USED,UNDER FLOOR AREA MUST BE VENTILATED AT I SQ.FT. 6 D E TA 1 L (TYP PIER s F2 SCALE:P=V-0" SUPPORT) Z p q m FOR EACH 1500 SQ.FT.OF FLOOR AREA. OPENING MUST BE COVERED w/ � SGAL£:I°.I'-0" MODULE LINE) 07U CORROSION RESISTANT MESH WITH OPENINGS OF 1/4 INCH. 11.) IF SKIRTING 15 USED,AN ACCESS OPENING WITH DIMENSIONS NOT LESS THAN m ONlll IB"x24"SHALL BE PROVIDED WITH HASP AND LOCK ,ll.l CCU 12.) HEIGHT OF FINISHED FLOOR ABOVE GRADE SHALL NOT EXCEED 30". V 0 (1J 13J ALL UTILITY/RAMP/STAIR DESIGN AND SITE/UTILITY SIDEWALL/GRADING DESIGN BY �Q[ OTHERS. FLOOR PLYWOOD 14.) PREFABRICATED FOUNDATION WITS AR£TO BE'C.P.SEISMIC PIER' CHASSIS COMMERCIAL MOBILE FOUNDATION(CALIFORNIA HCD STATE APPROVAL NO. MAIN RAIL 30--F)MANUFACTURED BY CENTRAL PIERS,INC. `l 15.) SEISMIC PIER FOUNDATION WITS SHALL BE FIRMLY SET ON FINI%-ED GRADE SO THAT REASONABLY FIRM BEARING 15 ACHIEVED. SEE DETAIL'5' FOR CONNECTION 16,) IF DIFFERENTIAL SETTLEMENT EXCEEDS 1/4",THE PIERS SHALL BE TO MAIN RAIL X READJUSTED TO PROVIDE PROPER SUPPORT. G.P.SEISMIC Il.) STEEL PIERS MUST BE'TIE DOWN ENGINEERING-SERIES MPP'OR APPROVED PERIMETER PIER EQUAL. (PIER DESIGN CAPACITY TO BE 4000"UNLESS NOTED) w/24x24x3/4"P.T. �7 18.) THE MANUFACTURER'5 INSTRUCTIONS MUST BE STRICTLY ADHERED TO WHEN PLYWOOD PAD �/ -1 INSTALLING PIERS,EARTH ANCHORS,TIE STRAPS,ETC. 'Q z Q rn IS.) ALL UTILITY CONNECTIONS AT ENTRANCE TO BUILDING SHALL BE MADE WITH V r LTD FLEXIBLE TYPE CONNECTORS. EXISTING A.G.PAVEMENT tu Q 0 Q 3 fig; 20.)MODULAR BUILDING TO BE GALIPOrdNIA HCD APPROVED COMMERCIAL W c'1 MODULAR DETAIL (C.P.SEISMIC PIER IGEI' PLAN F2 SCALE:I"•V-0" a EXT.MAIN RAIL) Q i 4)0 21.) ACUMEN ENGINEERING WILL NOT INSPECT THE INSTALLED FOUNDATION SYSTEM. z' > J J THE OWNER OF THIS BUILDING AGREES TO INDEMNIFY ACUMEN ENGINEERING O a Q w Q u FOR DAMAGES ARISING FROM IMPROPER INSTALLATION. t!!1WC w �Q 4 0 0T Ow FLOOR O w CHASSIS W Q PLYWOOD MAIN RAIL }- `""w D X u L � U N SEE DETAIL'5' X FOR CONNECTION Q TO MAIN RAIL L G.P.ANCHOR PIER W (CA.HCD APP. QRpTESS/p�, NO.30-TF) \N C 09 f PAVEM19 MENT CAUf DETAIL (C.P.ANCHOR PIER FEB 07 2019 E2 SCALE:P•V-0" 0 MODULE LINE) SEAL DATE: 2/19 SCALE: SHOWN DUK A.D. Jam` 1902035 T v'� FL OF 2 SHEETS