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Home My WebLink About29225 CENTRAL AVE_ 04-00003149 (4) TITLE 24 REPORT Title 24 Report for: Building E-(Petsmart)- Lake Elsinore Marketplace SWC Crentral AventA r _ . Lake El Tb_ PvtA KE ELSINORE BUILDING DIVISION Project? T # ~3 �yq MCG- Architecture _ 1055 East C I radoBlvd�,e s� i F n Ca9 j Ov.D DATE BY These plans have been revation is for adberen0e to the applicable codes and Ordinance.bL g permithoriZpei�ding - herebReport 'P�e°',,.. e , : approval by all applica0i Jg!0DaiiCgrKurnarP. permit based on The i s �:'� „� z�ail no be construed to go�Guthriw8 td /�SSOCy& __S$ blcthee applicable 370dS'! ��auumlvdve P,eSl9it£�Rilsi `� of to such authori �f(`anc1 e,c C C( p codes shall�3ltf787-7825 Job Number: 040907 I Date: 9/30/2004 6 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report This program has approval and is authorized by the California Energy Commission for use with both the Residential and-Nonresidential 2001 Budding Energy Efficiency Standards. This program developed by EnergySoft,LLC (415)883-5900. _ EneWPro 3.1 By EnergySoft Job Number. 040907 User Number- 1645 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form ENV-1 Certificate of Compliance 3 Form ENV-2 Overall Envelope Method - 6 Form ENV-3 Proposed Construction Assembly 12 Form ENV-MM Envelope Mandatory Measures 14 Form MECH-1 Certificate of Compliance 15 Form MECH-2 Mechanical Equipment Summary 19 Form MECH-3 Mechanical Ventilation 21 Form MECH-4 Mechanical Sizing and Fan Power 22 Form MECH-MM Mechanical Mandatory Measures 29 HVAC System Heating and Cooling Loads Summary 31 _ ORE OF EI SIN CIVIjILI)ING iDNISION MIT . = P F.R iiOv ED EnergyPro 3.1 By EneWSo t Job Number.040907 User Number 1645 ICERTIFICATE'OF COMPLIANCE Part 1 of 2 ENV-1 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 PROJECT ADDRESS SWC Crentral Avenue & Cambem Avenue Lake Elsinore PRINCIPAL DESIGNER-ENVELOPE TELEPHONE Building Permit# MCG- Architecture 626-793-9119 DOCUMENTATION AUTHOR TELEPHONE Checked by/Date Guthrie and Associates Inc. ( (310) 787-7825 1 EnforcementA en use GENERAL INFORMATION DATE OF PLANS - BUILDING CONDITIONED FLOOR AREA - CLIMATE ZONE 19,760 sq.Fc 10 BUILDING TYPE Q NONRESIDENTIAL ® HIGH RISE RESIDENTIAL HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION ❑ ADDITION [:) ALTERATION EXISTING+ADDITION METHOD OF ENVELOPE COMPONENT !XJ OVERALL ENVELOPE PERFORMANCE COMPLIANCE STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations.This certificate applies only to building envelope requirements. The documentation preparer hereby certifies that the document is accurate and complete. DOCUMENTATION AUTHOR SIG DATEf,. Krishna C. Kumar P.E. The Principal Envelope Designer hereby certifies that the proposed ui ing design represented in this set of constructlo documents is consistent with the other compliance forms and worksheets,with tF`on w t calculations submitted with this permit applicatiolpft:"The�pos d •• itdin�h, si e t � p require contained in Sections 110 1 i6 three ti 1i18,�and�k40,i 142° 3 dr 14� 1 e Bart 6. q - g Please check one: BUILDING DIVISION Kedocument ereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this as the person responsible for its preparation;and that I am licensed in the state of California as a civil engineer or chanitxl engineer,or I am a licensed ar ^t# A tT # ' I affirm that 1 am eligible under the exempti toe o{`the Business and Professions Code•by,Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation;and that I am a'=Y-ramp licensed contractor performing this work. I affirm that I am eligible under Division 3 of the Business PespanlsQvitimment because it pertains to a structure or type of work described as exempt pursuant to usiness and Professions Code Sections 5537, 5538,and 6737.1. PRINCIPAL ENVELOPE DESIGNER-NAME D TE LIC.# MCG- Architecture f�o'�04- C-24 ENVELOPE MANDATORY MEASURES Indicate location on plans of Note Block for Mandatory Measures INSTRUCTIONS TO APPLICANT For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. ENV-1: Required on plans for all submittals.Part 2 may be incorporated in schedules on plans. ENV-2: Used for all submittals;choose appropriate version depending on method of envelope compliance. , ENV-3: Optional. Use°if default U-values are not used.Choose appropriate version for assembly U-value to be calculated. EnergyPro 3.1 By E-WSo t User Number. 1645 Job Number. 040907 Page 3 of 37 ENVELOPE COMPLIANCE SUMMARY Part 2 of 2 ENV-1 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 OPAQUE SURFACES Solar Surface Framing Act. Gains # Type I Type Area JU-Fac.lAzm. Tilt YIN Form 3 Reference Location/Comments 1 Roof Metal 370 1 0.050 180 0 XI R-19 Roof/No Ceiling Receivina Dock 2 Wall None 294 0.617 0 90 x 11 17-Conc.Tiltup Panel Receiving Dock 3 Door None 50 1.282 0 90 IX Roll U Door Receiving Dock 4 Wall None 430 0.617 90 90 IXII 17"Conc.Tiltu Panel- Receiving Dock 5 Door None 65 U82 90 90 (X11 I Roll Up Door Receiving Dock 6 Roof Metal 2,645 0.045 180 0 I X11 1 R-19 Roof/Acoustic Ceiling Exam/Isol./Treatment 7 Wall Metal 1,139 0.331 1 0 90 IX11 17'Conc.Tittu /G .Bd. Exam/Isol/Treatment 8 Door None 21 0.592 1 0 90 I X II I Hollw Metal door Exam/Isol./Treatment 9 Wall Metal 817 0.331 1 270 90 XII 17"Conc.Tiltu / .Bd. Exam/Isol/Treatment 10 Roof Metal 495 0.045 1 180 0 IXII I R-19 Roof/Acoustic Ceiling Bathing/Dryer 11 Wall (Norte 473 0.617 1 0 90 IXII I jr Conc.Tiltup Panel Bathing/Dryer 12 Wall jNone 1366 0.617 1 90 90 Ix1l 17"Conc.Tiltup Panel Bathing/Dryer 13 Wall Metal 1258 0,331 1 90 90 x 7"Conc Tiftu G .Bd: Bathing/Dryer 14 Roof Metal 1380 0.045 1 180 0 R-19 Roof/Acoustic Ceiling Groomer 15 jRoof Metal 14,965 0.050 1 180 0 I R-19 Roof/No CeilingSales Area 16 all None ,623 0.617 90 90 I X I 7"ConaTiltu Panel Sales Area 1171 all jNone, 344 0.617 180 1 90 XII 17"Conc.Tiltup Panel Sales Area 18 Kall None 1645 10.617 0 90 IXII 17"Conc.T71tup Panel Sales Area 19 Wall jNone 12,688 1 0.617 270 90 I I 7"Conc.Tiltup Panel ISales Area 20 lRoof Metal 1345 1 0.045 180 1 0 IXII I R-19 Roof/Acoustic Ceiling Holding 1 &2 FENESTRATION SURFACES Site Assembled Glazing ❑ Check box if Building is— 100,000 sgft of CFA and>=10,000 sqft vertical glazing then NFRC Certification is required Follow NFRC 100-SB Procedures and submit NFRC Label Certificate Form. # Type Area' -Fac.lAct. Azm. SHGC Glazing Type Location/Comments 1 Window 165 1.190 180 0.83 Single Clear Vestibule/Comp.Etc AM 2 Window 120 1.190 180 0.83 Single ClearVestibule/Comp Etc. EXTERIOR SHADING Window Overhang Left Fin Right Fin ## Exterior Shade Ty pe ISHGC Hgt. Wd. Len. H LExt.RExt. Dist. Len. Hof Dist. Len. Hat. 1 None 10.76 10.0 16.5 1 10.0 0.1 10.0 10.0 2 None 0.76 10.0 12.0 1 10.0 0.1 10.0 10.0 EneWPro 3.1 By EnergySaR User Number.1645 Job Number.040907 Page 4 of 37 ENVELOPE COMPLIANCE SUMMARY Part 2 of 2 ENV-1 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 OPAQUE SURFACES Solar Surface Framing Act. Gains # Type I Type Area U-Fac. Azm. Tilt YIN Form 3 Reference Location/Comments 21 Wall Metal 344 0.331 180 90 X 7"Conc_Tiltu .Bd. Holding 1 &2 22 Wall None 387 0.617 180 90 IXII 17-Conc.Tiltup Panel Holding 1 &2 23 Wall None 258 1 0.617 90 90 IX II 7"Conc.Tittup Panel Holding 1 &2 24 Roof IMetal 560 0.050 180 0 xlI I R-19 Roof/No Ceiling Vestibule/Comp Etc. 25 Wall Metal 1,220 0.331 180 90 X11 17"Conc.Tiltu /G _Bd. Vestibule/Comp Etc I t I - I I I II I I - I I ll I ! I I I FENESTRATION SURFACES Site Assembled Glazing Check box if Building is>=100,000 sgft of CFA and>=10,000 sqft vertical glazing then NFRC Certification is required Follow NFRC 100-SB Procedures and submit NFRC Label Certificate Form # Type Area U-Fac. Act.Azm. SHGC Glazing Type Location/Comments I } EXTERIOR SHADING Window Overhang Left Fin Right Fin ## Exterior Shade Type SHGC Hgt. Wd. Len. Hot. I-Ext.RExt, Dist. L n. H t. Dist, Len. Hgt. EneWPro 3.1 By EnergySott User Number.1645 Job Number.040907 Page 5 of 37 OVERALL ENVELOPE METHOD Part 1 of 6 ENV-2 ,[PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 WINDOW AREA TEST A.DISPLAY PERIMETER vl ft X 6= sf DISPLAY AREA B.GROSS EXTERIOR WALL AREA 12,70 sf X 0.40= 5 Q$ sf 40%AREA C.GROSS EXTERIOR WALL AREA 1 2,70A sf X 0.10= 1,271 sf MINIMUM STND.AREA D.ENTER LARGER OF A or B = rj Q$ sf MAXIMUM STND.AREA E.ENTER PROPOSED WINDOW AREA 28 sf PROPOSED AREA F.WINDOW WALL RATIO=Proposed Window Area Divided by Gross Exterior Wall Area= 2 24% IF E IS GREATER THAN D OR LESS THAN C,PROCEED TO THE NEXT CALCULATION FOR THE WINDOW AREA ADJUSTMENT.IF NOT, GO TO PART 2OF6. 1.IF E GREATER THAN D: MAXIMUM PROPOSED WINDOW STANDARD AREA WINDOW AREA ADJUSTMENT FACTOR GO TO PART 6 TO CALCULATE ADJUSTED AREAS. 2.IF LESS THAN C: MINIMUM PROPOSED WINDOW STANDARD AREA AREA ADJUSTMENT FACTOR 1,27 _ 28511 4.459 GO TO PART 6 TO CALCULATE ADJUSTED AREAS. SKYLIGHT AREA TEST ATRIUM HEIGHT 14 FT IF<=55FT IF>55FT 0.10 X = 0,05 X 1 19,7601 = 1 988 STANDARD% GROSS STANDARD • ROOF AREA SKYLIGHT AREA 0 � PROPOSED SKYLIGHT AREA IF THE PROPOSED SKYUGHT AREA IS GREATER THAN THE STANDARD SKYLIGHT AREA,PROCEED TO THE NEXT CALCULATION FOR THE SKYLIGHT AREA ADJUSTMENT.IF NOT,GO TO PART 2 OF 6 1.IF PROPOSED SKYLIGHT AREA>=STANDARD SKYLIGHT AREA: SKYLIGHT STANDARD SKYLIGHT AREA PROPOSED SKYLIGHT AREA ADJUSTMENT FACTOR GO TO PART 6 TO CALCULATE ADJUSTED AREAS. L EnergyPro 3.1 By EnerWSoft User Number.1645 Job Number.040907 Page 6 of 37 OVERALL ENVELOPE METHOD Part 2 of 6 ENV-2 PROJECT NAME - - - DATE Buildin E- Pets art - Lake Elsinore Marketplace 9/30/2004 111MVERALL HEAT LOSS F a o a a o © a PROPOSED STANDARD TABLE ASSEMBLY NAME HEAT U- VALUES UA AREA* UA (e.g.Wall-1,Floor-1) AREA CAPACITY FACTOR Y N (B X D) (Adjusted) U-FACTOR (F X G) R-19 RooUNo Ceiling 370 1.76 0.050� Q ❑ 18.3 370 0057 21.1 North 294 16.33 0.617 ❑ Q 1815 2941 0 65C 191.1 East 430 16.33 0.617 ❑ © 265.4 430 0.65C 2795 R-19 Roof/Acoustic Ceiling - 2,645 1.86 0.045 19110 119.0 2,645 0057 1508 North 1.139 17.01 0.331 ❑ © 376.81 1,139 0.650 7403 West 817 17.01 0.331 ❑ ® 270.3 817 0.65C 5310 R-19 Roof/Acoustic Ceiling 495 1.86 0.045 Q ❑ 22.3 495 0.057 282 North 473 16.33 0.617 ❑ ® 292.01 473 0.65C 307.4 East 366 16.331 0.617 ❑ ® 22591 3661 0 65C 237.9 East 258 17.01 0.331 ❑-® 85.4 258 0 65C 167.7 R-19 Roof/Acoustic Ceiling 380 1.8d 0.045 FX-1 ❑ 17.1 380 0.057 21.7 R-19 RooUNo Ceiling 14,965 1.76 0.050 0 ❑ 741.9 14,965 0.057 8530 East 2.623 16.33 0.617 ❑ 01 1,619.11 2,6231 0 65C 1,7049 South 344 16.33 0.61 T ❑ Q 212.3 344 0 65 223.6 North 645 16.33 0.617 ❑ 0 398.1 645 0 65 419.2 West 2,688 16.33 0.617 V Q 1,6593 2,688 0.65 1,747.2 R-19 Roof/Acoustic Ceiling 345 1.86 0.045 ❑ 15.51 3451 0057 19.7 South 344 17.0 0.331 [:]1 N 113.8 344 0 650 223.6 South 387 16.33 0.617 ❑ a 238 9 387 0.650 2515 East 258 16.33 0.617 ❑ 159.3 258 0.650 167.7 R-19 Roof/No Ceiling 560 1.76 0.050 ® ❑ 1 27.81 560 0.057 319 South 1,220 17.01 0.331 ❑ Q 4036 234 0 650 152.3 Window 165 1.190 ❑ © 196.4 736 0.490 3605 Window 120 1.190 ❑ 91 142.8 535 0.49C 2622 ❑ ❑ ❑ ❑ - ❑ ❑ ❑ ❑ ❑ ❑ If Window and/or Skylight Area Adjustment is Required Column E shall be 7,803 This Page Total 9,094 ZEnergyProli usted Areas from Part 6 of 6. no greater than Column H 7 803 Building Total 9 094 By Energy Soft User Number.1645 Job Number.040907 Page 7 of 37 OVERALL ENVELOPE METHOD Part 3 of 6 ENV-2 PROJECT NAME - DATE Buildin E- Petsma - Lake Elsinore Marketplace 9/30/2004 VERALL HEAT GAIN FROM CONDUCTION Q ooa o a o 0 0 0 PROPOSED STANDARD _ TABLE HEAT HEAT ASSEMBLY NAME HEAT U- VALUES GAOIN AREA* U- GAMIN (e.g.Wall-1,Floor-1) AREA TF CAPACITY FACTOR y N BxCxE (Adjusted) FACTOR TF GxHxl -19 Root/No Ceiling 370 45 1.76 0.050 Q ❑ 825 370 0 057 45 949 orth 294 33 16.33 0.617 ❑ 0 5.989 294 0 650 331 6,306 ast 430 33 16•33 0.617 ❑ Q 8,759 430 0 650 33 9,224 19 Roof/Acoustic Ceiling _ _ 2,645 45 1.86 0.045 ® ❑ 5,357 2,645 0.057 45 6,784 orth 1,139 33 17.01. 0.331 ❑I® 12,436 1,139 0.650 33 24,432 Nest 817 33 17.01 o.3311 ❑ © 8,920 817 0.650 33 17,525 -19 Roof/Acoustic Ceiling 495 45 1.86 0.045 Q ❑ 1,002 495 0.057 45 1,270 orth 473 33 16•33 0.617 ❑ ® 9,635 473 0.650 33 10,146 ast 366 33 16.33 0.617 ❑ ® 7,456 366 0 650 33 7,851 ast 258 33 17.01 0.331 ❑ ® 2,817 258 0.650 33 5,534 -19 RooUAcoustic Ceiling 380 45 1.86 0.045 [91 ❑ 7701 380 0 057 45 975 -19 Roof/No Ceiling 14,965 451 1.76 0.050 a ❑ 33,387 14,965 0 057 451 38,385 ast 2,623 33 16.33 0.617 ❑ Q 53,431 2,623 0 650 33 56,263 South 344 33 16.33 0.617 ❑I Q 7,007 344 0 650 33 7,379 orth - 645 33 16-33 0.617 ❑ 0 13,139 645 0650 33 13,835 Nest 2,688 33 16.33 0.617 ❑ V1 54,7561 2,688 0.650 33 57,658 -19 Roof/Acoustic Ceiling 345145 1.86 0.045 a {❑�� 699 3451 0.057 45 885 outh 344 33 17.01 0.331 ❑ �J 3,756 344 0.650 33 7,379 outh 387 33 16.33 0.617 ❑ Q 7,883 387 0 650 33 8,301 ast 258 33 16.33 0.617 ❑I Q 5,256 258 0.650 33 5,534 -19 Roof/No Ceiling 560 45 1.76! 0.050 ® ❑ 1,249 560 0.057 45 1,436 outh I 1,220 33 17.01 0.331 ❑ a 13,320 234 0.650 33 5,026 Window 165 45C:-b6Q]M 16,221 Window 120 45 1.1 ( 6,426 535 0.490 4 11,797 ❑ ❑ ❑ ❑ �— ❑ ❑ ❑ ❑ If Window and/or Skylight Area Adjustment is Required as 273,110 321,095 use Adjusted Areas from Part 6 of 6. Subtotal Subtotal EnergyPro 3.1 By EnergySott User Number.1645 Job Number.040907�___ _ __ _ ____ Page 8 of 37 OVERALL ENVELOPE METHOD Part 4 of 6 ENV-2 PROJECT NAME DATE Buildin E- Petsmart - Lake Elsinore Marketplace 9/30/2004 OVERALL HEAT GAIN FROM RADIATION OPAQUE SURFACES An oa a a o a a a a a PROPOSED STANDARD !ASSEMBLY NAME WEIGHTIN U- HEAT GAIN AREA* HEAT GAIN (e.g.Roof-1) -AREA SF FACTOR FACTOR Absorp (BxCxDxExF) (ADJUSTED) U-Factor Absorp (CXDXHx[xJ) R-19 Roof/No Geilinq 37C 123 1.02 0,050 0.70 1,611 370 0 057 0.70 1,852 Roof/Acoustic -ina 64 123 1. 2 0.04510,454 2 13,240 R-19 Roof/Acoustic Ceiling 4A 123 1.02 0.045 0.70 1.956 495 0.057 070 2.478 R-19 Roof/Acoustic Ceilinq 1123 1.02 0.045 0.70 1.502 380 0 057 0.70 1.902 -19 Roof/No Ceili 14 123 1.02 0.050 0.70 65,158 14,965 0 057 070 74,913 s c Cei ina I 34J 123 1- 2 0,045 0.70 3451 0.05770 1,727 R-19 Roof/No Ceiling 123 1.02 0.050 0.70 2,438 560 0.057 070 2.8031 I I I 84,483 98,916 SUBTOTAL SUBTOTAL EnergyPro 3.1 By EnergyP. User Number. 1645 Jab Number:040907 Page 9 of 37 OVERALL ENVELOPE METHOD Part 5 of 6 ENV-2 PROJECT NAME - DATE Building E- Petsmart - Lake Elsinore Marketplace -719/30/2004 OVERALL HEAT GAIN FROM RADIATION FENESTRATION SURFACES o n © ooaao a a a a o PROPOSED STANDARD 1 NDOW/SKYLIGHT NAMEWEIGHTING OVERHANG HEATOGAIN AREA RSHG HEAT (e.g.Wind-1,Sky-1) ORIENT FACTOR AREA SF SHGCII H I V HN OHF (BxCxoxExH) (ADJUSTED) (or SHGC•') SF (BxJxKxL) Window S 1.38 165i 123 0.83l10.010.1 0.99 0.44 10,207 736 047 123 58,690 Window -S 1.38 12d 123 0.83 0 7.423 5351 047 123 42,684 KE M01INUtX& T"N ImIriNt *.rr r Only SHGC is used for Skylights Part 3 Subtotal 273,110 Part 3 Subtotal 321,095 Part 4 Subtotal 84,483 Part 4 Subtotal 98,916 'If Window and/or Skylight Area Column I must be Adjustment is Required,use less than column M Part 5 Subtotal 17,630 Part 5 Subtotal 101,374 Adjusted Areas from Part 6 of 6. 375,223 Total Heat Gain 521,384 EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number:040907 Page 10 of 37 �� m t - F - � _ H � s "'ate �+.,�rs..a JOVERALLENV ELOPE METHOD Part 6 of 6 ENV-2 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 o__ WINDOW AREA ADJUSTMENT CALCULATIONS CHECK IF NOT APPLICABLE(See Part 1 of 6.) ADJUSTED E� ❑G ADJUST.WINDOW WINDOW ADJUSTED D WALL NAME FACTOR AREA AREA ORIENTATION GROSS DOOR WINDOW (From Part 1) (D X E) B-(F+C) (e.g.Wall-1,Wait-2) N I E I S I W AREA AREA AREA North M'10 0 LO 344 50, 0 4.459 0 394 East F] Q E 01' 495 6`.r 0 4.459 0 560 North M n El E 1,160 21 0 4.459 0 1,181 West n n® M ' 817 a_ 0 4.459 0 817 North M D® E 473 4,' 01 4.459 01 473 East ® a 3661 a 0 4.459 ol 366 East 0 [91 0 0 258 0) 0 4.459 0 258 East El P9 Q El 2,623 a 0 4.459 0 2,623 South F] El 0 E 344 0 4.459 0 344 North M Q® ® 645 0; 01 4.459 0 645 West 0 El LT W 2,688 0, 0 4.459 0 2,688 south ® LI N D 344 0 4.459 0 344 South El El Q El 387 01 4.459 0 387 East 14® ® 258 !} 01 4.459 0 258 South D Q N D 1,50 2851 4.459 1,271 234 ®a® ® n El El El El El p Y TOTALS I 12,7071 136- 285, N/Al 1,27j� 11,572 ISKYLIGHT AREA ADJUSTMENT CALCULATIONS E CHECK IF NOT APPLICABLE(See Part 1 of 5.) a a SKYLIGHT ADJUSTED ADJUSTED ADJUST. SKYLIGHT ROOF ROOF NAME GROSS SKYLIGHT FACTOR AREA AREA (e.g.Roof-1,Roof-2) t AREA AREA (From Part 1) (C X D) (B-E) y iTOTALS I N/A EnecgyPro 3.1 By EnergySoft User Number 1645 Job Number 040907 Page 11 of 37 PROPOSED CONSTRUCTION ASSEMBLY ENV-3 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 COMPONENT DESCRIPTION ASSEMBLY NAME 17-Conc.Tiltup Panel ASSEMBLY Floor TYPE X Wall W (check one) 0 W Ceiling/Roof aFRAMING MATERIAL None Z p FRAMING% % Framing% 15%(16"o.c.Wall) 12%(24"o.c.Wall) 10%(16"o.c.Floor/Coil.) SKETCH OF ASSEMBLY 7%,(24"o.c.Floor/Cell.) CONSTRUCTION COMPONENTS - A B R-VALUE `HEAT CAPACITY(Optional) THICK- CAVITY WOOD WALL SPECIFIC HC NESS R-VALUE FRAME WEIGHT HEAT (A X B) DESCRIPTION FRAMING (in.) (Rc) R-VALUE (lbs/sf) (Btu/F-lb) (Btu/F-sf) OUTSIDE SURFACE AIR FILM — 0.170 — — — 1 Concrete, 140 lb,Oven Dried ❑ 7.000 0.770 - 81.67 0.20 16.33 2 ❑ 3 ❑ 4 ❑ 5 ❑ 6 ❑ 7 ❑ 6 ❑ 9 ❑ INSIDE SURFACE AIR FILM — 0.680 — — — _ - SUBTOTAL 1.621 81.7 TOTAL HC 16.3 Rc Rf *NOTE:Weight and Specific Heat values for materials penetrated by woad framing include the effects of the framing members. Ll X Q] [Q X 0I 1/Rc 1-(Fr%/100) 1 I Rf Fr%/100 ASSEMBLY U-VALUE COMMENTS EnergyPro 3.1 By EneWSoft User Number.1645 Job Number.040907 Page 12 of 37 PROPOSED CONSTRUCTION ASSEMBLY ENV-3 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace I 9/30/2004 COMPONENT DESCRIPTION ASSEMBLY NAME 7^Gonc.Ti1tuj31Gyp.Bd. ASSEMBLY Floor TYPE X Wall W (check one) 0 W Ceiling/Roof U) FRAMING MATERIAL. ly�� O' FRAMING% 10% o Framing /o 15%(16"o.c.Wall) : 12%(24"o.c.Wall) 10%(16"o.c.Floor/Cell.) SKETCH OF ASSEMBLY 7%(24"o.c.Floor/Cell.) CONSTRUCTION COMPONENTS - - o e R-VALUE 'HEAT CAPACITY(Optional) THICK- CAVITY WOOD WALL SPECIFIC HC NESS R-VALUE FRAME WEIGHT HEAT (A X B) DESCRIPTION FRAMING (in.) (Rc) R-VALUE (lbs/sf) (Btu/F-lb) (Btu/F-sf) OUTSIDE SURFACE AIR FILM — 0.170 — — — • 1 Concrete, 140 lb,Oven Dried ❑ 7.000 0.7701 81.67 0.20 16.33 2 Air Space ❑ 1.000 0.8401 0.00 0.00 0.00 3 Gypsum or Plaster Board I ❑ 0.625 0.562 2.60 0.26 0.68 4 ❑ 5 _- ❑ 6 ❑ 7 ❑ g E 9 INSIDE SURFACE AIR FILM SUBTOTA 3,02 84.3 TOTAL HC 17.0 Rc 'NOTE:Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. 1/Rc 1-(Fr%/100) 11 Rf Fr%/100 ASSEMBLY U-VALUE COMMENTS This assembly contains metal framing. The Assembly U-Value has been calculated using the ASHRAE/CEC Zonal Cavity Method EneWPro 3.1 By EneigySoR User Humber:1645 Job Number.040907 Page 13 of 37 ENVELOPE MANDATORY MEASURES ENV-MM IPROJECT NAME _ DATE Building E-(Petsmart)Lake Elsinore Marketplace 9/30/2004 DESCRIPTION Designer Enforcement §118(a) Installed insulating Material shall have been certified by the manufacturer to comply with the Califomia Quality Standards for insulating material,Title 20,Chapter 4,Article 3. n §118(c) All Insulating Materials shall be installed in compliance with the flame spread rating and smoke density requirements of Sections 2602 and 707 of Title 24,Part 2. N _ R � I^i. §117(a) All Exterior Joints and openings in the building that are observable sources of air leakage shall be caulked,gasketed,weatherstripped or otherwise sealed. !Aj §116 ) b Site Constructed Doors,Windows and Skylights shall be caulked between the unit ( and the building,and shall be weatherstripped(except for unframed glass doors and fire doors). IAI §116(a)1 Manufactured Doors and Windows installed shall have air infiltration rates not exceeding those shown in Table Number 1-E.of the Standards. Manufactured fenestration products must be labeled for U-value according to NFRC procedures. 0 - IAj §118(e) Demising Walls in Nonresidential Buildings: The opaque portions of framed demising walls in nonresidential buildings shall have insulation with an installed R-value of no less than R-11 between framing members. EnergyPro 3.1 By EneWSoft User Number. 1645 Job Number. 040907 Page 14 of 37 CERTIFICATE OF COMPLIANCE Part 1 of 2 MECH-1 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 PROJECT ADDRESS SWC Crentral Avenue & Cambern Avenue Lake Elsinore PRINCIPAL DESIGNER-MECHANICAL TELEPHONE Building Permit# Guthrie and Associates, Inc. ` (310)-787-7825 DOCUMENTATION AUTHOR TELEPHONE Checked by/Date Guthrie-and Associates Inc. (310) 787-7825 Enforcement Agency Use GENERAL INFORMATION DATE OF PLANS BUILDING CONDITIONED FLOOR AREA CLIMATE ZONE 19,760Sq.FL 10 BUILDING TYPE NONRESIDENTIAL ❑ HIGH RISE RESIDENTIAL ❑ HOTEL/MOTEL GUEST ROOM PHASE OF CONSTRUCTION NEW CONSTRUCTION ❑ ADDITION ❑ ALTERATION ❑ EXISTING+ADDITION METHOD OF MECHANICAL DO PRESCRIPTIVE ❑ PERFORMANCE COMPLIANCE PROOF OF ENVELOPE COMPLIANCE ❑ PREVIOUS ENVELOPE PERMIT ❑ ENVELOPE COMPLIANCE ATTACHED STATEMENT OF COMPLIANCE This Certificate of Compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations.This certificate applies only to building mechanical requirements The documentation preparer hereby certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR SI RE AT Krishna C. Kumar P.E. Wr ��-�� S old The Principal Mechanical Designer hereby certifies that the proposed uilding design-repmlTnted in this set of construction documents is consistent with-the other compliance forms and worksheets,with the sped ications, and with any other -calculations submitted with this permit application.The proposed building has been designed to meet the mechanical :requirements contained in Sections 110 through115, 120 through 124, 140 through 142, 144 and 145. Please check one: I hereby affirm that I am eligible under the provisions of Division 3 of the Business and Professions Code to sign this 'document as the person responsible for its preparation;and that I am licensed in the State of California as a civil engineer,or mechanical engineer or I am a licensed architect. ❑ I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code by Section 5537.2 or 6737.3 to sign this document as the person responsible for its preparation;and that I am a licensed contractor performing this work. I affirm that I am eligible under the exemption to Division 3 of the Business and Professions Code to sign this document because it pertains to a structure or type of work described pursuant to Business and Professions Code sections 5537, 5538, and 6737A. PRINCIPAL MECHANICAL DESIGNER=NAME 1GNATUR TJIL50 LIC.# G ie so is es Inc. �`�` 1 M22 17 MECHANICAL MANDATORY MEASURES IIndicate ration on plans of Note Block for Mandatory Measures INSTRUCTIONS TO APPLICANT 1 For detailed instructions on the use of this and all Energy Efficiency Standards compliance forms, please refer to the Nonresidential Manual published by the California Energy Commission. (MECH-1: Required on plans for all submittals.Parts 2 may be incorporated in schedules on plans. MECH-2: Required for all submittals,but may be incorporated in schedules on plans. OIMECH-3- Required for all submittals unless required outdoor ventilation rates and airflows are shown on plans per Section 4.3.4. MECH 4: Required for Prescriptive submittals. MECH-5:Optional. Performance use only for mechanical distribution summary. EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 Page.15 of 37 CERTIFICATE OF COMPLIANCE Part 2 of 2 MECH-1 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM FEATURES MECHANICAL SYSTEMS SYSTEM NAME DHW Heater DHW Heater Receiving Dock-IH-1 NOTE TO FIELD TIME CONTROL n/a n/a Programmable Switch SETBACK CONTROL n/a n/a Heating&Cooling Require ISOLATION ZONES n/a n/a n/a HEAT PUMP THERMOSTAT? n/a n/a n/a ELECTRIC HEAT? n/a n/a n/a FAN CONTROL n1a n1a Constant Volume VAV MINIMUM POSITION CONTROL? n/a n/a No SIMULTANEOUS HEATICOOL?- n/a n/a No HEATING SUPPLY RESET n/a n/a Constant Tem COOLING SUPPLY RESET n/a n/a Constant Temp HEAT REJECTION CONTROL n/a n/a n/a VENTILATION - n1a n/a Air Balance OUTDOOR DAMPER CONTROL n/a n/a Auto ECONOMIZER TYPE I n/a n/a No Economizer DESIGN O.A.CFM MECH-3,COLUMN I n1a n/a 56 cfm HEATING EQUIPMENT TYPE Electric Res Electric Res Gas Furnace HEATING EQUIPMENT EFFICIENCY 100% 99% 80%AFUE COOLING EQUIPMENT TYPE n1a n/a Room PTAC COOLING EQUIPMENT EFFICIENCY n/a n/a n/a A0 SMITH-DRE-M36 Chronomite Inst.Water Perfection Schwank-STS MAKE AND MODEL NUMBER Heater 045-10 PIPE INSULATION REQUIRED? Yes Yes Yes PIPEIDUCT INSULATION PROTECTED? Yes Yes Yes HEATING DUCT LOCATION I R-VALUE n/a I n/a K.Wia n/a Ducts in Attic 4 2 COOLING DUCT LOCATION R-VALUE- n/a n/a n/a �— No cts in Attic 4 2 VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE n/a n/a CODE TABLES:Enter code from table below into columns above. HEAT PUMP THERMOSTAT?- TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? S:Prog.Switch H:Heating Enter Number of I:Inlet Vanes O:Occupancy C:Cooling Isolation Zones. P:Variable Pitch VAV MINIMUM POSITION CONTROL? Sensor B:Both V:VFD SIMULTANEOUS HEAT/COOL? Y:Yes M:Manual Timer 0:Other C:Curve N.No HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A.CFM HIGH EFFICIENCY? B:Air Balance A:Auto :Air Enter Outdoor Air PIPE INSULATION REQUIRED? C:Outside Air CerL G.Gravity :Water CFM. M:Out Air Measure N:Not Required Note:This shall be no PIPEIDUCT INSULATION PROTECTED? D:Demand Control EC:Economizer less than Col.H on SEALED DUCTS IN CEILINGlROOF SPACE N:Natural Control See Section MECH-3. 144e3 INOTES TO FIELD-For Building Department Use Only EnergyPro 3.1 By EneVjW User Number 1645 Job Number"040907 Page 16 of 37 ICERTIFICATE-0- F COMPLIANCE Part 2 of 2 MECH-1 PROJECT NAME - DATE_ Building E- Petsmart - Lake Elsinore Marketplace I 9/30/2004 SYSTEM FEATURES MECHANICAL SYSTEMS SYSTEM NAME ExamJlsolfrreatment-RTU Bathing/Dryer-RTU-7 Groomer-RTU-6 NOTE TO FIELD TIME CONTROL Programmable Switch Programmable Switch Programmable Switch SETBACK CONTROL Heating&Cooling Required Heatinq&Cooling Required Heating&Cooling Require ISOLATION ZONES n/a n/a n/a HEAT PUMP THERMOSTAT? n1a n/a n/a ELECTRIC HEAT? n1a n1a n/a FAN CONTROL Constant Volume I Constant Volume Constant Volume VAV MINIMUM POSITION CONTROL?- No No No SIMULTANEOUS HEAT/COOL? No No No HEATING SUPPLY RESET Constant Temp Constant Temp Constant Tern COOLING SUPPLY RESET Constant Temp Constant Temp Constant Temp HEAT REJECTION CONTROL n/a n/a n/a VENTILATION Air Balance Air Balance Air Balance OUTDOOR DAMPER CONTROL Auto Auto Auto ECONOMIZER TYPE Fixed Temp(Integrated) Fixed Temp(integrated) No Economizer DESIGN O.A.CFM MECH-3 COLUMN I 3380 cfm 2400 cfm 57 cfm HEATING EQUIPMENT TYPE Gas Furnace Gas Furnace Gas Furnace HEATING EQUIPMENT EFFICIENCY 80%AFUE 80%AFUE 80%AFUE COOLING EQUIPMENT TYPE Packaged DX Packaged DX Packaged DX COOLING EQUIPMENT EFFICIENCY 11.5 EER 11-.3 EER 13.0 SEER/12 0 EER MAKE AND MODEL NUMBER Lennox LGA180H-A/C Lennox LGA0901-1-A/C Lennox LGA036H-A/C PIPE INSULATION REQUIRED? Yes Yes Yes PIPEIDUCT INSULATION PROTECTED? Yes -.Yes Yes - HEATING DUCT LOCATION[R-VALUE Ducts in Attic 4.2 Duds in Attic 4.2 Ducts in Attic 4.2 COOLING DUCT LOCATION -R-VALUE Ducts in Attic 1 4.2 Ducts in All 4.2 Ducts in Attic 42 VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE No No No CODE TABLES:Enter code from table below into columns above. HEAT PUMP THERMOSTAT? TIME CONTROL I SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? _ S:Prog.Switch H:Heating Enter Number of I:Inlet Vanes O:Occupancy C:Cooling Isolation Zones. P:Variable Pitch VAV MINIMUM POSITION CONTROL? Sensor B:Both V:VFD SIMULTANEOUS HEAT ICOOL? Y:Yes M:Manual Timer O:Other C:Curve N:No HEAT AND COOL SUPPLY RESET? VENTILATION OUTDOOR DAMPER ECONOMIZER O.A.CFM- HIGH EFFICIENCY? B:Air Balance A:Auto A:Air Enter Outdoor Air PIPE INSULATION REQUIRED? C:Outside Air CerL G:Gravity W:Water CFM. M:Out.Air Measure N:Not Required Note:This shall be no PIPE/DUCT INSULATION PROTECTED? D:Demand Control EC:Economizer less than Col.H on N:Natural Control See Section MECH-3. SEALED DUCTS IN CEILINGIROOF SPACE 144 e 3 INOTES TO FIELD-For Building Department Use Only EneWPro 3.1 By EneWSoft User Number:1645 Job Number.040907 Page 17 of 37 CERTIFICATE OF COMPLIANCE Part 2 of 2 MECH-1 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 'IMISYSTEM FEATURES MECHANICAL SYSTEMS SYSTEM NAME Sales Area-RTU-3,4,5 Holding 1 &2-RTU-2 Vestibule/Comp Etc.-RTU- NOTE TO FIELD TIME CONTROL Programmable Switch Programmable Switch Programmable Switch SETBACK CONTROL Heating&Cooling Required Heating&Cooling Required Heating&Cooling Require ISOLATION ZONES n/a n/a n/a HEAT PUMP THERMOSTAT7 n/a n/a n/a ELECTRIC HEAT? n/a n/a n/a FAN CONTROL Constant Volume Constant Volume Constant Volume VAV MINIMUM POSITION CONTROL? No No No SIMULTANEOUS HEAT/COOL? No - No No HEATING SUPPLY RESET Constant Temp Constant Temp Constant Tern COOLING SUPPLY RESET Constant Temp Constant Temp Constant Temp HEAT REJECTION CONTROL n/a n/a n/a VENTILATION Air Balance Air Balance Air Balance OUTDOOR DAMPER CONTROL Auto Auto Auto ECONOMIZER TYPE Fixed Temp(Integrated) No Economizer Fixed Temp(Integrated) DESIGN OJL CFM MECH-3-COLUMN I 3741 cfm 320 cfm 600 cfm HEATING EQUIPMENT TYPE Gas Furnace Gas Furnace Gas Furnace HEATING EQUIPMENT EFFICIENCY 80%AFUE 80%AFUE 80%AFUE COOLING EQUIPMENT TYPE Packaged DX Packaged DX Packaged DX COOLING EQUIPMENT EFFICIENCY 11.5 EER 13.0 SEER 112.0 EER 11.0 EER MAKE AND MODEL NUMBER Lennox LGA180H-A/C Lennox LGA042H-A/C Lennox LGA1201-1-A/C PIPE INSULATION REQUIRED? Yes Yes Yes PIPEIDUCT INSULATION PROTECTED? Yes Yes Yes HEATING DUCT LOCATION R-VALUE Duds in Conditioned n/a Duds in Attic 4.2 Ducts in Conditioned n/a COOLING DUCT LOCATIO . R-VALUE Duds in Conditioned I n/a Duds in Attic 4 2 Ducts in Conditioned n/a VERIFIED SEALED DUCTS IN CEILING/ROOF SPACE No No No CODE TABLES:Enter code from table below into columns above. HEAT PUMP THERMOSTAT? TIME CONTROL SETBACK CTRL. ISOLATION ZONES FAN CONTROL ELECTRIC HEAT? = S:Prog.Switch H:Heating Enter Number of I:Inlet Vanes O:Occupancy C:Cooling Isolation Zones. P:Variable Pitch VAV MINIMUM POSITION CONTROL? Sensor B:Both- V:VFD SIMULTANEOUS HEAT/COOL? Y:Yes M:Manual Timer O:Other C:Curve N:No HEAT AND COOL SUPPLY RESET? VENTILATION I OUTDOOR DAMPER ECONOMIZER O.A.CFM HIGH EFFICIENCY? B:Air Balance A:Auto- A:Air Enter Outdoor Air PIPE INSULATION REQUIRED? ' C:Outside Air Cert G:Gravity W:Water CFM. M:Out Air Measure N:Not Required Note:This shall be no PIPE/OUCT INSULATION PROTECTED? D:Demand Control EC:Economizer less than Col.H on SEALED DUCTS IN CEILINGIROOF SPACE N:Natural Control See Section MECH-3. 144e3 INOTES TO FIELD-For Building Department Use Only EnergyPro 3.1 By EnergySoft User Number: 1645 Job Number.040907 Page 18 of 37 MECHANICAL EQUIPMENT SUMMARY Part 1 of 2 MECH-2 PROJECT NAME DATE BuildingE- Petsmart - Lake Elsinore Marketplace 9/30/2004 CHILLER AND TOWER SUMMARY PUMPS Tot. Motor Drive Pump Equipment Name Equipment Type Qty. Efficiency Tons Qty GPM BHP Eff. Eff. Control QHW BOILER SUMMARY Energy Factor Standby TANKINSUL.. ted Vol. System Name System Type Distribution Type Qty Input (Gals.) o r Recovery L oss r Efficiency Pilot R-Val. AO SMITH-DRE-80-36 Storage Elec. Pipe Insulation i 11 122,868I 80 085 n/a n/a ,Chronomite Inst.Water Patpr Instant Etec !Point of Use 2 10,329 0 096 n/a n/a - CENTRAL SYSTEM RATINGS HEATING - COOLING Aux. System Name System Type Q . - O ut kW Eff. I Output Sensible Efficiency Economizer Type Perfection Schwank-STS 045-10 Room PTAC 1 45,0001 0.0 80%AFUE 0 0 a No Economizer Lennox LGA180H-A/C Packaged DX 41 135,000 0.0 80%AFUE 180,000 138,50 11.5 EER Fixed Temp(integrate ) Lennox LGA090H-A/C Packaged DX 1 104,000 0.0,80%AFU 90,000 79,50011.3 EER Fixed Temp(Integrate ) ennox LGA036H-A/C Paeka ed DX 11 62,400 0.0 80%AFUE 36,700 25,50 13.0 SEER/12.0 EER No Economizer Lennox LGA04214-A/C Packaged DX 11 62,400p 0.0 80%AFUE 42,000 31,50013.0 SEER/12 0 EER No Economizer Lennox LGA1201-1-A/C Packaged DX tm 104,000, 0.0 80%AFUE 120,000 89,50011.0 EER Fixed Temp(Integrate ) . i CENTRAL SYSTEM FAN SUMMARY SUPPLY FAN RETURNN Motor Drive Motor Drive S stem Name Fan T Motor Location CFM BHP Eff. Eff. CFM BHP Eff. Eff. Perfection Schwank-STS 1045-10 !Constant Volume hBlow-Through none I none Lennox LGA180H-A/C li Constant Volume braw-Through _6,OM 3.30 86.5% 970%1 none Lennox LGA090H-A/C Constant Volume � .Draw-Through 3,000 1.10 82 5% 100 0% none Lennox LGA036H-A/C p Constant Volute iDraw-Through 1,200 0.301 77.0% 100.0% none Lennox LGA042H-A/C A I Constant Volume Draw-Through 1 1,4001 0.50 77.0% 1000%1 none Lennox LGA12014-A/C Constant Volume Draw-Through 4,000 1.30 82.5% 100 0% none r i i - o EnergyPro 3.1 By EnergyW User Number. 1645 Job Number. 040907 Page.19 of 37 MECHANICAL EQUIPMENT SUMMARY Part 2 of 2 MECH-2 SPROJECT NAME DATE BuildingE- Petsmart - Lake Elsinore Marketplace 9/30/2004 ZONE TERMINAL SUMMARY VAV TERMINAL BOX TERMINAL FAN BASEBOARD Min.CFM Reheat Coil Motor Drive Zgne Name System T Ratio Type jDeftaT CFM BHP Eff. Eff. Type Output I I I I I EXHAUST FAN SUMMARY Motor Drive Motor Drive Room Name q CF141 BHP Eff. Eff. Room Name q CFM BHP Eff. Eff. Examilsolfrreatmeni __1.0 3,3f30 0.50 77. 97.0% Holding 1&2 1.0 320 0.20 77.0°/ 97.0% Bathing/Dryer `i.0 2, 0.33 77. 97.0% VestfuldComp.Etc. 1.0 60 0.25 77.0°/ 97.0% 0 Sales Area -1.0 1 500 0.25 77.00A 97.0% EneWPro 3.1 By EnergySoft User Number:1645 Job Number 040907 Page 20 of 37 MECHANICAL VENTILATION MECH-3 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 MECHANICAL VENTILATION FAI a © o o a a a a o 0 AREA BASIS OCCUPANCY BASIS REQ'D DESIGN COND. MIN. NO. CFM MIN. O.A. OUTDOOF VAV TRANS. ZONEISYSTEM AREA CFM CFM OF PER CFM (MAX OF AIR MIN. FER (SF) PER SF (B x C) PEOPL - PERSON (ExF) D OR G) CFM RATIO AIR Receiving Dods 370 0.15 56 56 56 Receiving Dods-IH-1 Total 56 56 ExamAsolJTreatment ' 2,645 0.25 661 661 3,380 ExamAsol./freatment-RTU-8- Totall 661 3,380 Bathing/Dryer 49 .15 74 74 2,400 Bathing/Dryer-RTU-7 Total 74 2,400 Groomer 0.15 57 57 57 Groomer-RTU-6 Total 57 57 Sales Area 14, 0.2 3,741 3,741 3,741 Sales Area-RTU-3,4,5 Total 3,741 3,741 Holding 1 &2 0.15 52 52 320 Holding 1 &2-RTU-2 Total 52 320 ,djokiVesffbule/Comp.Etc. 560 0.25 140 140 600 Vestibule/Comp.Etc.-RTU-1 _ Total 140 600 � I I C Minimum Ventilation Rate per Section 121,Table 1-F. E Based on Expected Number of Occupants or at least 50%of Chapter 101997 UBC Occupant Density. I Must be greater than or equal to H,or use Transfer Air. Design Outdoor Air includes ventilation from Supply Air System&Room Exhaust Fans K Must be greater than or equal to(H minus 1),and,for VAV,greater than or equal to(H-J). EnergyPro 3.1 Sy EnerigySoft User Number.1645 Job Number.040907 Page 21 of 37 MECHANICAL- SIZING AND FAN POWER MECH-4 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM NAME FLOOR AREA Receiving Dock- IH-1 370 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND EQUIPMENT SELECTION 1. DESIGN CONDITIONS: COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 105 OF 2 OF - OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 7 of - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 72°F 72°F OR APPENDIX B 2. SIZING: - DESIGN OUTDOOR AIR 56 CFM(MECH 3;COLUMN I) 1,887 2,859 - ROOM LOADS 21,581 33,557 - RETURN VENTED LIGHTING 0 n/ - RETURN AIR DUCTS 108 168 - RETURN FAN 0 0 - SUPPLY FAN - 0 0 - SUPPLY DUCTS 108 168 TOTALS 23,684 36,751 SAFETY I WARM-UP FACTOR 1.21 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY I WARM-UP FACTOR) 28 657 52,554 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 01 1 45,000 Btu I Hr Btu!Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION © © FRI 1�1 0 FAN DESCRIPTIONDESIGN EFFICIENCY NUMBER PEAK WATTS CFM BRAKE HP MOTOR I DRIVE OF FANS B x E x 746/(C X D (Supply Fans) Supply Fan 0.000 40.00/ 97.0% 1.0 0 0 TOTALS 0 rconstant nclude only fan systems exceeding 25 HP(see Section 144). n System Power Demand may not exceed 0.8 Watts/cfm for TOTAL FAN SYSTEM volume systems or 1.25 Wattslcfm for VAV systems. POWER DEMAND 0.000 WATTS/CFM Col.F!Col.G EnergyPro 3.1 By EnergySoB User Number 1645 Job Number.040907 Page:22 of 37 IMECHANICALSIZING AND FAN POWER MECH-4 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM NAME FLOOR AREA Exam./Isol.ffreatment-RTU-8 2,645 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND EQUIPMENT SELECTION 1. DESIGN CONDITIONS: - COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 105 OF 2 OF - OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 7 of - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 721 OF 72 OF OR APPENDIX B 2. SIZING: - DESIGN OUTDOOR AIR - 3,3801 CFM(MECH 3;COLUMN 1) 114,738 173,968 - ROOM LOADS 57,202 43,208 - RETURN VENTED LIGHTING 0 n/ - RETURN AIR DUCTS` 286 216 - RETURN FAN O 0 - SUPPLY FAN 0 O - SUPPLY DUCTS 2861 216 TOTALS 172,512 217,608 SAFETY/WARM-UP FACTOR 1.21 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY/WARM-UP FACTOR) 2O8 74O 311,180 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 174,4601 1 135,0001 Btu/Hr Btu/Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION © a a_ a a a DESIGN EFFICIENCY NUMBER PEAK WATTS CFM FAN DESCRIPTION BRAKE HP MOTOR DRIVE OF FANS B x E x 746/(C X D (Supply Fans) Supply Fan_ 3.300 86.5°! 97.0% 1.0 2,934 6,000 Exhaust Fan- 0.500 77.0% 97.0% 1.0 499 - TOTALS 3 433 6 000 NOTE:Include only fan systems exceeding 25 HP(see Section 144). Total Fan System Power Demand may not exceed 0.8 Watts/cfm for TOTAL FAN SYSTEM oil constant volume systems or 1.25 Watts/cfm for VAV systems. POWER DEMAND 0.572 WATTS/CFM Col.F/Col.G EnerWPro 3.1 By Enefgy5oft User Number 1645 Job Number.040907 Page 23 of 37 MECHANICAL SIZING AND FAN POWER MECH-4 PROJECT NAME - DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM NAME FLOOR AREA Bathing/Dryer- RTU-7 495 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND EQUIPMENT SELECTION 1. DESIGN CONDITIONS: - COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 105 OF 2 OF - OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 71 of - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 741 OF 72 OF OR APPENDIX B _ 2. SIZING: - DESIGN OUTDOOR AIR 2,4001 CFM(MECH 3;COLUMN 1) 76,555 123,480 - ROOM LOADS 21,433 33,648 - RETURN VENTED LIGHTING Q n/ - RETURN AIR DUCTS- 107 - 168 - RETURN FAN 0 0 - SUPPLY FAN _ 0 0 - SUPPLY DUCTS = 1071 168 - TOTALS 98,202 157,464 SAFETY/WARM-UP FACTOR 1.21 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY i WARM-UP FACTOR) 118,824 225,174 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 1 90,5161 1 104,000 Btu/Hr Btu/Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION An © © a o o DESIGN EFFICIENCY NUMBER PEAK WATTS CFM FAN DESCRIPTION BRAKE HP MOTOR DRIVE OF FANS B x E x 746/(C X D (Supply Fans) Supply Fart 1.100 82.5°l 100.0% 1.0 995 3,000 Exhaust Fan 0.330 77.0% 97.0% 1.0 330 TOTALS 11 324 3 000 NOTE:Include only fan systems exceeding 25 HP(see Section 144). Total Fan System Power Demand may not exceed 0.8 Watts/cfm for - TOTAL FAN SYSTEM constant volume systems or 1.25 Wattslcfm for VAV systems. POWER DEMAND 0.441 WATTS/CFM Col.F/Col.G EnergyPro 3.1 By ErtergyW User Number 1645 Job Number.040907 Page 24 of 37 MECHANICAL SIZING AND FAN POWER MECH-4 PROJECT NAME : DATE BuildingE- Petsmart - Lake Elsinore Market lace 9/30/2004 NWISYSTEM NAME FLOOR AREA Groomer- RTU-6 380 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND EQUIPMENT SELECTION 1. DESIGN CONDITIONS: COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 105 OF 22 OF - OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 7 of - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 72°F 72 of OR APPENDIX B 2. SIZING: - DESIGN OUTDOOR AIR 5A CFM(MECH 3;COLUMN 1) 1,9331 2,935 - ROOM LOADS 19,632 2,486 - RETURN VENTED LIGHTING 0 n/ - RETURN AIR DUCTS _ 98 1 - RETURN FAN 0 0 - SUPPLY FAN 0 0 - SUPPLY DUCTS 98 1 TOTALS 21,762 5,446 SAFETY I WARM-UP FACTOR 1.2 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY I WARM-UP FACTOR) 26 332 7,788 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 24,929 1 62,400 Btu/Hr Btu/Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION FAI QC a DESIGN EFFICIENCY NUMBER PEAK WATTS CFM FAN DESCRIPTION BRAKE HP MOTOR DRIVE OF FANS B x E x 746/(C X D (Supply Fans) Supply Fan 0.300 77.00/ 100.0% 1.0 291 1,200 • TOTALS 291 1 200 ENOTEnclude only fan systemsexceeding 25 HP(see Section 144).n System Power Demand may-not exceed 0.8 Watts/cfm for TOTAL FAN SYSTEM t volume systems or 1.25 Watts1cfm for VAV systems. POWER DEMAND 0.242 WATTS/CFM Col.F/Col.G EnergyPro 3.1 By EneWSoft User Number 1645 Job Number.040907 Page 25 of 37 s MECHANICAL SIZING AND FAN POWER MECH-4 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM NAME FLOOR AREA Sales Area- RTU-3,4,5 14,965 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND E UIPMENT SELECTION 1. DESIGN CONDITIONS: COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 105 OF 2 OF - OUTDOOR WET BULB-TEMPERATURE (APPENDIX C) 71 OF - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 721 OF 72 OF OR APPENDIX B 2. SIZING: - DESIGN OUTDOOR-AIR 3.74 CFM(MECH 3;COLUMN 1) 127,180 192,696 - ROOM LOADS 334,818 245,165 - RETURN VENTED LIGHTING 0 n/ - RETURN AIR DUCTS 0 0 - RETURN FAN = , 0 0 - SUPPLY FAN O 0 - SUPPLY DUCTS 0 0 TOTALS 461,997 437,862 SAFETY/WARM-UP FACTOR 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY/WARM-UP FACTOR) 559 016 626,142 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 4557,785 1 405,000 Btu/Hr Btu/Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION ® © © o a o a DESIGN EFFICIENCY NUMBER PEAK WATTS CFM FAN DESCRIPTION BRAKE HP MOTOR DRIVE - OF FANS B x E x 746/(C X D (Supply Fans) Supply Fan 3.300 86.5/01 97.0% 3.0 8,802 18,000 Exhaust Fan 0.250 77.0% 97.0% 1.0 250 TOTALS 9 052 18 000 NOTE:Include only fan systems exceeding 25 HP(see Section 144). Total Fan System Power Demand may not exceed 0.8 Watts/cfm for TOTAL FAN SYSTEM constant volume systems or 1.25 Watts/cfm for VAV systems. POWER DEMAND 0.503 WATTS I CFM Col.F I Col.G EnergyPro 3.1 By EnMSoft User Number 1645 Job Number.040907 Page-26 of 37 IMECHANICAL SIZING AND FAN POWER MECH-4 PROJECT NAME � DATE Buildin �E- Petsmart - Lake Elsinore Market lace 9/30/2004 SYSTEM NAME FLOOR AREA Holding 1 & 2- RTU-2 345 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND EQUIPMENT SELECTION 1. DESIGN CONDITIONS: COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 105 OF 2 OF - OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 7 of - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 72 OF 72 OF OR APPENDIX B 2. SIZING: - DESIGN OUTDOOR AIR 32O CFM(MECH 3;COLUMN 1) 10,466 16,448 - ROOM LOADS 22,752 29,550 RETURN VENTED LIGHTING 0 n/ - RETURN AIR DUCTS 114 148 - RETURN FAN 0 - SUPPLY FAN 0 0 - SUPPLY DUCTS 1141 148 TOTALS 33,446 46,294 SAFETY/WARM-UP FACTOR 1.21 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY/WARM-UP FACTOR) 40 470 66,200 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 1 34,882 1 62,400 Btu/Hr Btu/Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION - © © 9 0 FAN DESCRIPTION DESIGN EFFICIENCY NUMBER PEAK WATTS CFM BRAKE HP MOTOR DRIVE OF FANS B x E x 746/(C X D (Supply Fans) Supply Fan. 0.500 77.00/ 100.0% 1.0 484 1,400 Exhaust Fan 0.200 77.0% 97.0% 1.0 200 TOTALS 684 1 400 ENOTE: nclude only fan systems exceeding 25 HP(see Section 144).n System Power Demand may not exceed 0.8 Watts/cfm for TOTAL FAN SYSTEM t volume systems or 1.25 Watts/cfm for VAV systems. POWER DEMAND 0.489 WATTS/CFM Col.F/Col.G EnergyPro 3.1 By EnergyW User Number 1645 Jab Number:040907 Page 27 of 37 MECHANICAL -SIZING AND FAN POWER MECH-4 PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM NAME FLOOR AREA Vestibule/Comp. Etc.- RTU-1 560 NOTE:Provide one copy of this form for each mechanical system when using the Prescriptive Approach. SIZING AND EQUIPMENT SELECTION 1. DESIGN CONDITIONS: COOLING HEATING - OUTDOOR DRY BULB TEMPERATURE (APPENDIX C) 1 O5 OF 2 OF - OUTDOOR WET BULB TEMPERATURE (APPENDIX C) 7 of - INDOOR,DRY BULB TEMPERATURE SEE ASHRAE CHAPTER 8,1993 72 OF 72 OF OR APPENDIX B 2. SIZING: - DESIGN OUTDOOR AIR 6OO CFM(MECH 3;COLUMN 1) 20,396 30,904 - ROOM LOADS 59,872 59 08 - RETURN VENTED LIGHTING 0 n/ - RETURN AIR DUCTS O 0 - RETURN FAN 0 - SUPPLY FAN - O 0 - SUPPLY DUCTS 01 O TOTALS g0,268 89,992 SAFETY/WARM-UP FACTOR - 1.21 1.43 MAXIMUM ADJUSTED LOAD(TOTALS FROM ABOVE x SAFETY/WARM-UP FACTOR) g7 125 128,689 3. SELECTION: INSTALLED EQUIPMENT CAPACITY(ADJUSTED FOR DESIGN CONDITIONS) 95,4081 1 104,000 Btu/Hr Btu/Hr IF INSTALLED CAPACITY EXCEEDS MAXIMUM ADJUSTED LOAD,EXPLAIN FAN POWER CONSUMPTION ® a a a a o FRI DESIGN EFFICIENCY NUMBER PEAK WATTS CFM FAN DESCRIPTION BRAKE HP MOTOR I DRIVE OF FANS B x E x 746/(C X D (Supply Fans) Supply Fan 1.300 82.50/ 100.0% 1.0 1,176 4,000 Exhaust Fan 0.250 77.0% 97.0% 1.0 250 TOTALS 1 425 4 000 NOTE:include only fan systems exceeding 25 HP(see Section 144). Total Fan System Power Demand may not exceed 0.8 Watts/cfm for TOTAL FAN SYSTEM constant volume systems or 1.25 Watts/cfm for VAV systems. POWER DEMAND 0.356 WATTS/CFM Col.F/Col.G EnergyPro 3.1 By EnergySoR User Number 1645 Job Number.040907 Page.28 of 37 MECHANICAL MANDATORY MEASURES Part 1 of 2 MECH-MM PROJECT NAME DATE Building E-(Petsmart)- Lake Elsinore Marketplace 9/30/2004 DESCRIPTION Designer Enforcement Equipment and Systems Efficiencies ' §111 Any appliance for which there is a California standard established in the-Appliance Efficiency Regulations will comply with the applicable standard. - §115(a) Fan type central furnaces shall not have a pilot light i� §123 Piping,except that conveying fluids at temperatures between 60 and 105 degrees Fahrenheit,or within HVAC equipment,shall be insulated in accordance with Standards Section 123. §124 Air handling duct systems shall be installed and insulated in compliance with Sections 601,603 and 604 of the Uniform Mechanical Code. Controls §122(e) Each space conditioning system shall be installed with one of the following: §122(e)tA Each space conditioning system serving building types such as offices and manufacturing facilities(and all others not explicitly exempt from the requirements of Section-112(d))shall be installed with an automatic time switch with an accessible manual override that allows operation of the system during off-hours for up to 4 hours. The time switch shall be capable of programming different schedules for weekdays and weekends;incorporate an automatic holiday"shut- off"feature that turns off ail loads for at least 24 hours,then resumes the normally scheduled operation;and has program backup capabilities that prevent the loss of the device's program_ and time setting for at least 10 hours if power is interrupted; or 0, §122(e)1g An occupancy sensor to control the operating period of the system;or §122(e)1C A 4-hour-timer that can be manually operated to control the operating period of the system. §122(e)2 Each space conditioning system shall be installed with controls that temporarily restart and temporarily operate the system as required to maintain a setback heating andfor a setup cooling thermostat setpoint §122(g) Each space conditioning system serving multiple zones with a combined conditioned floor area more than 25,000 square feet shall be provided with isolation zones. Each zone: shalt not exceed 25,000 square feet;shall be provided with isolation devices,such as valves or dampers,that allow the supply of heating or cooling to be setback or shut off independently of other isolation areas;and shall be controlled by a time control device as described above. LAj §122(a&b)Each space conditioning system shall be controlled by an individual thermostat that responds to temperature within the zone. Where used to control heating,the control shall be adjustable down to 55 degrees F or lower. For cooling,the control shall be adjustable up to 85 degrees F or higher. Where used for both heating and coaling,the control shall be capable of providing a deadband of at least 5 degrees F within which the supply of heating and cooling is shut off or reduced to a minimum. 1A 1 §122(c) Thermostats shall have numeric setpoints in degrees Fahrenheit(F)and adjustable setpoint stops accessible only to authorized personnel. §112(b) Heat pumps shall be installed with controls to prevent electric resistance supplementary heater operation when the heating load can be met by the heat pump alone. EnergyPro 3.1 By EnergySoft User Number. 1645 Job Number. 040907 Page 29 of 37 MECHANICAL MANDATORY MEASURES Part 2 of 2 MECH-MM PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 ��] Description Designer Enforcement Ventilation §121(e) Controls shall be provided to allow outside air dampers or devices to be operated at the ventilation rates as specified on these plans. §122(f) Gravity or'automatic dampers interlocked and closed on fan shutdown shall be provided on the outside air intakes and discharges of all space conditioning and exhaust systems. §122(f) All gravity-ventilating systems shall be provided with automatic or readily accessible manually operated dampers in all openings to the outside,except for combustion air openings.- "._A9 §121(f)1 Air Balancing: The system shall be balanced in accordance with the National Environmental Balancing Bureau(NEBB)Procedural Standards(1983),or Associated Air Balance Council(AABC)National Standards(1989);or I� §121(f)2 Outside Air Certification: The system shall provide the minimum outside air as `J shown on the mechanical drawings,and shall be measured and certified by the installing licensed C-20 mechanical contractor and certified by(1)the design mechanical engineer;(2)the installing licenced C-20 mechanical contractor,or(3)the person with overall responsibility for the design of the ventilation system;or §121(f)3 Outside Air Measurement:The system shall be equipped with a calibrated local or remote device capable of measuring the quantity of outside air on a continuous basis and displaying that quantity on a readily accessible display divice;or §121(f)q Another method approved by the Commission. Service Water Heating Systems §113(b)2 If a circulating hot water system is installed,it shall have a control capable of t� automatically turning off the circulating pump(s)when hot water is not required. Bn §113(b)3B Lavatories in restrooms of public facilities shall be equipped with controls to limit the outlet temperature to 110 degrees F. IAI §113(b)3C Lavatories in restroom"s of public facilities shall be equipped with one of the following: Outlet devices that limit the flow of hot water to a maximum of 0.5 gallons per minute. Foot actuated control valves,and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Proximity sensor actuated control valves,and outlet devices that limit the flow of hot water to a maximum of 0.75 gallons per minute. Self-closing valves,and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute,and 0.25 gallonsicycle(circulating system). Self-closing valves,and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute,and 0.50 gallons/cycle(non-circulating system). Self-closing valves,and outlet devices that limit the flow of hot water to a maximum of 2.5 gallons per minute,and 0.75 gallonsicycle(foot switches and proximity sensor controls). EnergyPro 3.1 By EnergySofl User Number. 1645 Job Number. 040907 Page 30 of 37 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Building rE- Petsmart - Lake Elsinore Marketplace 9/30/2004 YSTEM NAME FLOOR AREA Receivin Dock- fH-1 370 [ENGINEERING CHECKS SYSTEM LOAD Number of Systems 11�� COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Output per System 45.E Total Room Loads 1,232 21,581 33,557 Total Output(Btuh) 45,000 Return Vented Lighting 0 Output(Btuh/sgft) , 121.6k Return Air Ducts 108 168 Cooling System Return Fan 0 0 Output per System 0 Ventilation 56 1,887 66 56 2,859 i Total Output(Btuh) 0 1 Supply Fan 0 0 Total Output(Tons) 0.01 Supply Air Ducts 108 168 Total Output(Btuh/sgft) _ 0.0 TOTAL SYSTEM LOAD 1 23,6841 938 36 751 Total Output(sgft/Ton) 0.0 Air System it HVAC EQUIPMENT SELECTION CFM per System 0 f Airflow(cfm) hi Perfection Schwank-STS O45-10 0 0 45,000 0, Airflow(cfm/sgft) 0.001 Airflow(cfm/Ton) I 0.0 Total Adjusted System Output • Outside Air(%) 0.01!g (Adis forPeak Design Conditions) () 0 45,000 s Outside Air(cfmisgft) 0.15 TIME OF SYSTEM PEAK Jul 3-pm Jan 12 am Note:values above given at ARi conditions I EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 of 72.0 of 110.0 of 310 Supply Air Ducts Outside Air 56 cfm Heating Coil — 110 0 of ROOMS 7 OF72.0 of 2.0 Retum Air Ducts I DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak �105.0/71.5 of 72.0/60.9 of 55.0/54.6 of Supply Air Ducts Outside Air 56 cfm - Cooling Coil 55.0/54.6 of 53.9% R.H. ROOMS 1 172.0/60.9 of 72 0/60.9 of Retum Air Ducts ` EnergyPro 3.1 By EnergySafi 'User Number 1645 Jab Number. 040907 Page•31 of 37 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME - DATE Building E-(Petsmart)- Lake Elsinore Marketplace 9/30/2004 �YSTEM NAME FLOOR AREA I Exam./Isol.rrreatment-RTU-8 2,645 NGINEERING CHECKS SYSTEM LOAD Number of Systems I COIL COOLING PEAK COIL HTG. PEAK Heating System CFM ISensiblal Latent CFM Sensible Output per System 135,000 Total Room Loads 5,802 57,202 5,554 6,580 43,208 Total Output(Btuh) 135,000 Return Vented Lighting 0 Output(Btuh►sgft) 51.0 Return Air Ducts 286 216 a ,Cooling System Return Fan 0 0 Output per System 180,000 Ventilation 3,380 114,738 -11,99 3,380 173,968 Total Output(stun) 180,000 p� Supply Fan 0 0 Total Output(Tons)- 15.0 Supply Air Ducts 286 216 Total Output(Btuhfsgft) 68'1 TOTAL SYSTEM LOAD 172,5121 -6 436 217 608 Total Output(sgWon). 176.311 iAir System HVAC EQUIPMENT SELECTION _ CFM per System 6,000111 Airflow(cfm) 6,0001, Lennox LGA180H-A/C 174.460 0 135,000 Airflow(chWsgft) 2.27„ Airflow(cfmfTon) 400.0 i . Outside Air Total Adjusted System Output 174,460 0 135,000 (Adjusted far Peak Design Condrlrons) Outside Air(cfmisgft) 1.F TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am Note:values above given at ARI conditions " EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0OF 43.8OF 65.7OF 65.7OF 30 Ile- e Supply Air Ducts Outside Air 3380 cfm Heating Coil Supply Fan 65 6 OF 6000 cfm Fgoomsl 72.0 OF - 72 0 OF I Return Air Ducts 1 DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 105.0171.5 o f 90.6!68AOF 62.4158.8 OF 62.4158 8 OF - Supply Air Ducts Outside Air - 3380 dm Cooling Coil Supply Fan 62 4!58 8 OF 6000cfm 59.7% R.H. ROOMS 72.0162.5 OF 72.0!62 5 OF ec Retum Air Ducts I EnergyPro 3.1 By En-gySoft User Number. 1645 Job Number. 040907 Page732 of 37 JHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME - DATE ,,JBuilding E- Petsmart - Lake Elsinore Marketplace 9/30/2004 SYSTEM NAME FLOOR AREA Bathin D er- RTU-7 495 NGINEERING CHECKS IFSYSTEM LOAD Number of Systems _ T� COIL COOLING PEAK COIL HTG. PEAK Heating System I CFM Sensible Latent I I CFM I Sensible Output per System 104,000 Total Room Loads 4,677 21,433 717 -5,094 33,648 Total output(Btuh) 104,000;i Return Vented Lighting 0 Output(Btuh/sgft) - 210.1 Return Air Ducts 107 168 Cooling System }"' Return Fan 0 0 Output per System 90,000 Ventilation 2,400 76,555 -5,941 2,400 123,480 Total output(Btuh) 90,000 Supply Fan 0 0 Total Output(Tons) 7.5 Supply Air Ducts 107 168 Total Output(Btuh/sgft) 181.8, I TOTAL SYSTEM LOAD 1 98,202 -5,224 157,as4 Total Output(sgftfTon) 66.0 Air System I HVAC EQUIPMENT SELECTION i CFM per System 3.000 Airflow(cfm) 3,000;� Lennox LGA090H-A/C 90,516 0 104,000 ' Airflow(cfm/sgft) 6.06i1 a Airflow(cfmlTon) 400.0ii' Outside Air(%) 80 ow Total Adjusted System Output 90.516 0 104,000 (Adjusted for Peak Design Conditions) Outside Air(cfm/sgft) 4•85k TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am Note:values above given at ARl conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 of = 32.0 of 65.6 of 65.6 of 310 �s Supply Air Ducts Outside Air 2400 cfm Heating Coil Supply Fan 65.6�F _ 3=cftn ROOMS 72 0 OF 71.9 OF Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 105.0171.5 OF 98.8/70.4 OF 69.5161.2 OF 69.5/61 2 OF Supply Air Ducts Outside Air _ 2400 cfm Cooling Coil Supply Fan 69 6/61.2 OF 3000`l1 5465% R.H. ROOMS 74.0/62.8 OF 74 0162 8 OF Return Air Ducts ' EnerWro 3.1 By Er-gySoft User dumber: 1645 Job Number. 040907 Page 33 of 37 JHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 YSTEM NAME FLOOR AREA Groomer- RTU-6 - 380 NGINEERING CHECKS ISYSTEM LOAD Number of Systems i M COIL COOLING PEAK COIL HTG. PEAK rHeating System CFM ISensiblel Latent I CFM Sensible Output per System 62,406'� Total Room Loads 1,033 19,632 937 1 50 2,486 Total Output(stun) 62,400i�i� Return Vented Lighting 0 Output(Btuh/sgft) 164.2!�o Return Air Ducts 98 12 Cooling System Return Fan 0 0 Output per System 36,700,jj Ventilation 57 1,933 180 57 2,935 Total Output(Stub) 36,700'�N Supply Fan 0 0 Total Output(Tons) 3.1111 Supply Air Ducts 98 12 Total Output(Btuh/sgft) 96.6 � �. TOTAL SYSTEM LOAD 1 21,7621 1,1181 5 446 Total Output(sgft/Ton) 124.3 Air System P } HVAC EQUIPMENT SELECTION CFM per System 1.200 Airflow(cfm) 1.200 i "Lennox LGA036H-A/C 24,929 6,752 62,400 Airflow(cfmisgft) 3.16p i Airflow(cfmlTon) 392.4 Outside Air(%,) 4.8 Total Adjusted System Output 24,929 6,752 62,400 (Adjusted for Peak Design Conditions) Outside Air(cfm/sgft) - 0.15 TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am Note:values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak - 22.0°F 69.6°F 120.10F 1201°F Supply Air Ducts Outside Air 57 dm Heating Coil Supply Fan 120 1°F 10 1200 cfm ROOMS 72.0 OF 72.0 OF M Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak �105.0/71.5 OF 73.6/61.0°F 53.5!52.9 OF 53.5/52.9 OF Supply Air Ducts Outside Air - Y 4�- 57 cfm Cooling Coil Supply Fan 53.6/53 0 OF ! 1200 cfm 51 5% R.H ROOMS 72.1/60.3°F 720/603 F Return Air Ducts EnergyP.3.1 By E.UySafi User Number. 16.45 Job Number. 040907 Page 34 of 37 JHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Building E- Petsmart - Lake Elsinore Marketplace 9/30/2004 PYSTEM NAME FLOOR AREA Sales Area- RTU-3 4 5 14,965 [ENGINEERING CHECKS SYSTEM LOAD ,Number of Systems _ 3w" COIL COOLING PEAK JJCOlLHTG. PEAK Heating System - i CFM Sensiblel Latent CFM I Sensible i Output per System 135,EM Total Room Loads 18,229 334,818 25,14 20,786 245,165 Total Output(Btuh) 405,000! Return Vented Lighting 0 y Output(Btuh/sgft) 27.1;c Return Air Ducts 0 0 Cooling System �^ Return Fan 0 0 Output per System 180,000; Ventilation 3,74 127,180 7,859 3,741 192,696 a' Total Output(Btuh) 540,000f Supply_Fan 0 0 Total Output(Tons) 45.0 Supply Air Ducts 0 0 Total Output(Stuh/sgft) 36.1� r TOTAL SYSTEM LOAD 461,997 33.000 437 862 Total Output(sgft/Ton) 332.6 Air System ll `i HVAC EQUIPMENT SELECTION CFM per System 6,000`gI Airflow(cfm) 18 000 Lennox LGA180H-A/C 457,785 25,746 405,000 Airflow(cfm/sgft) 1.20 Airflow(cfm/Ton) 400.0 Outside Air(°l6) _ 20.8 Total Adjusted System Output C 457,785 25.746 405,000 I (Adjusted for Peak Design Conditions) l Outside Air(cfm/sgft) 0.25 TIME OF SYSTEM PEAK Jul 3 pm Jan 12 am Note:values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 OF 61.6 OF 83.4 OF 83.4 OF Supply Air Ducts Outside Air 3741 cfm 83 4 OF Heating Coil Supply Fan 18000 cfrn ROOMS 72.0 OF 72.0 OFI Return Air Ducts OOL.ING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak �105.0/71.5°F 78.9/63.3°F 54.2/53.4 OF 54.2153.4 OF Supply Air Ducts Outside Air 3741 cfm Cooling Coif Supply Fan 54 2/53.4 OF -- 18000 ctm 52.8% R.H. ROOMS 72.0/60.6 OF 720 60 6 OF Retum Air Ducts EnergyPro 3.1 By Energy5oft User Number. 1645 Job Number. 040907 Page 35 of 37 JHVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Buildin E- Petsmart - Lake Elsinore Marketplace 9/30/2004 YSTEM NAME FLOOR AREA 9 Holding 1 & 2- RTU-2 345 NGINEERING CHECKS IFSYSTEM LOAD [Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System I CFM ISensiblel Latent I CFM I Sensible Output per System 62,400 Total Room Loads 1,317 22,752 813 906 29,550 Total Output(Btuh) 62,400� Return Vented Lighting 0 Output(BtutUsgft) 180.9 Return Air Ducts 114 148 Cooling System � Return Fan 0 0 Output per System 42,00011 i Ventilation 32Q 10,466 468 320 16,448 Total Output(Btuh) 42,000 Supply Fan 0 0 Total Output(Tons) 3.5 Supply Air Ducts 114 148 Total Output(Btutdsgft) 121.7 q TOTAL SYSTEM LOAD 33,446 1,28. 46 294 Total Output(sgftrron) 98.6� Air System HVAC EQUIPMENT SELECTION CFM per System 1,400, Airflow(cfm) 1 400 j Lennox LGA042H-A/C 34,682 3,157 62,400 Airflow(cfm/sgft) 4.0611 a Airflow(cfm/Ton) 400.0',r„ p` Total Adjusted System Output Outside Air(%) 22.9 (Adjusted for Peak Design Conditions) 1 34.882 3,157 62,400 Outside Air(cfm/sgft) 0.931 1�» TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am Note:values above given at ARI conditions M EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 of 60.5 of 103.8 of 103 8 of _Q Supply Air Ducts Outside Air 320 cfmHeating Cog Supply Fan- 103 7 of 1400 cfm ROOMS 72.0 of 71.9 OF c Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Coolin Peak 103.8/71.2 of 79.3/63.6 of 55.1/54.3 of 55.1/54.3 of Supply Air Ducts Outside Air 320 cfm Goofing Cog Supply Fan 55 2/54 4 of 1400 cfm 53.6% R.H. ROOMS 72.1160.9 of 72 0/60.9 of IE Return Air Ducts ' EnergyPro 3.1 ft EneWSdt User Number: 1645 Job Number. 040907 Page.36 of 37 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Building E-(Petsmart)- Lake Elsinore Market lace 9/30/2004 YSTEM NAME FLOOR AREA Vestibule/Com . Etc.- RTU-1 560 NGINEERING CHECKS SYSTEM LOAD Number of Systems 1(� COIL COOLING PEAK COIL HTG. PEAK Heating System CFM I Sensiblel Latent CFM Sensible Output per System 104,00W Total Room Loads 3,193 59,872 3,439 3,233 59,089 Total Output(Stuh) 104-0001 Return Vented Lighting 0 Output(Btuh1sgft) 185.7 Return Air Ducts 0 0 Cooling System 0 Return Fan 0 0 Output per System 120,000 Ventilation 600� 20,396 1,820 600 30,904 Total Output(Btuh) 120,000 Supply Fan 0 0 k Total Output(Tons) 10.0 Supply Air Ducts 0 0 Total Output(Btuh/sgR) 214.3 TOTAL SYSTEM LOAD 1 80,2681 5.2591 89 992 Total Output(sgftrron) 56.0;I Air System = 'j HVAC EQUIPMENT SELECTION CFM per System 4,000 j ennox LGA120 LH-A/C 95,408 10,401 104,000 Airflow(cfm) 4,000 Airflow(cfmisgft) 7.14 i Airflow(cfm/Ton) 400.0,� Total Adjusted System Output i Outside Air(y.) 51 0 95,408 10,401 104,000 1# A (Adjusted for Peak Design Conditions) Outside Air(cfm/sgft) 1.07w TIME OF SYSTEM PEAK Aug 3 pm Jan 12 am Note:values above given at AR)conditions �d EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 22.0 of 64.5 of 89.7 of 89.7 of O Supply Air Ducts Outside Air 600 cfm Heating Coil Supply Fan 89 7 OF 4000 cfm ROOMS - 72 0 of 72.0 Return Air Ducts )COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak �105.0/71.5 OF 76.9/62.3 OF 53.8/53.1 of 53.8/53.1 of Supply Air Ducts Outside Air 600 cfm Cooling Cost Supply Fan 53.8/53.1 OF 4000cfm 51.7% R.H. ROOMS 72.0/60.3of 720/60.3of Retum Air Ducts ' EnergyPro 3.1 By ErresgySaft User Number: 1645 Job Number 040907 Page 37 of 37 - < 24307.12 ANF & ASSOCIATES APP90t« - Consul> -dtafm' sGo KAs 8"O'SS09W'%8S DATE BY ve been rGtiletued for adherence to the These p ^ 4 Fhor-ization is apptica }V�- ` ,. emit pending hereby applicable ciiy agen �e�• approval by all The issuance or granting of a Pe based on ,_„ b . construed to a r�a f th s � o pplicabie pg�nyt✓Ir -,.0 Y1` o� to give codes or ordinance- cancel the provisions authority to viofaie or of such codes shall be valid. For Major E (Petsmart) Lake Elsinore Marketplace Lake Elsinore, California, I L, rELS I MORE S O DIVISION �Q- N Q ULD Architect UV e PERmIT# &N MCG Archi cti i 1055 E. Colorado Blvd.; Suite 400 Pasadena., CA 91106 APPVED(626)793-9I 19 _ 9420 Telstar Avenue,Suite 118,El Monte,California 91731 Tel:(626)448-8182 Fax:(626)448-8092 Email:anf1688@pacbell.net _ Feb 23 2005 9: 33RM HP LHSERJET 3330 p'S of �aK� utaseusre .Qua$ w4+ -4-r.0 rr l•!d r6 U, Uz$: z%F, Ann.`s r. '� • resistive cos>situdiott. UBC And 503. , '4 r e% go comment to item S. Cvrnmust:. !4j� t, 8. FLM rstsd]afntl w&d minimum 30"purapcts rrgnirod in wafts lcos than 10 Q.to ProlItTty limo, Cvtnrment: Fire rued joints required along grtd 4. i1. ttoofaa s ladder&WU per hey note 7 on A•141 lout[norm, Laading 1!v More I'll lA it cq aLi 1W.1m, per CMC 910.8 . Colr:oxnt: Mahanical utdb sre belag in.+WW ars part of tbbr ptrnrlt. hoot swesi LAW'%1141 ba provWcdl. 17. Provtda acccssiblc garking per§1129D in a>ch tot of 1mrkiltg sfrvetuee%flcly piAino is piuvWW fur ilia public of anptoym t 129f3.1. Paint "NO PARK1Nt3"on the gmimt withineach 9'Cad 39 rnur)utvrrw 1:110. Use 12",(1S4mm)minhuum high whiroldt=dwamv1siblctotraiTicctsfaln'111C4101401AI , 80,e111Z;1{t!- ' Comment: (7,121AS-101)-Provide paroling of Words NO PAUKING its 121,high while ICtty r a a►1 grt►rtitd in toadlrig�1ro. _ 26, Ptoyldc design and dWatltag of collcoWr ctetnrnt and conan iou along loth grids 2,1.wd F per itS't3.2.�3. Cumeut: Nat doac along grld 2.1. V27. WhM 13,vci6t of n1"0M.y vcn=Wing rwwid L nt t Qk,Ulm EwFuLSAWO i \E awhonige4 ! PT �/I S ON C >s,tryst• Not bona at out of plarnc andstxmJ to � P Uasign and&teal wichvrnga of masonry vsn=m tilt up Panels.Dvv G _ Comment: -Pu'oAde eska to verify adegnncq of eZ 30. Provide detuiiod vales for out of piano ambomp indodb%-sub&NAunm n►alysis per 1633.2.8. Coanmtats 0. talts bane not bom provided for anchor sitPVED . - °13. $trbdlapDr>�m snalysb not found. -S� " �` C. Losatiea ofan�q in dvwgs(14=3)rind 0 do nut mrrlttl. O 9C � P 4/$T3 Y.-G,�0 D. Providetaks for eontfnaift'<y force and c ttyofdetrr,d(J/;iT• ke)'ar twadvigllt'rurr. C,� _ per• 0 K � L`'p 33 (111h-501)-PmvWestruduraldesisomddwawtigofwaivai,dfoun(dwmionl'oiotitol' 1 otici�ndoCtmcs. p tr-V1 FP 0,010L, ��6),4 x+a�lk .pluG�- PoRc2 - x�l��ae cn •� e7#hat7oana YW VWJ m ►sNLr1131aA tU it ;Ftt �nl Qnn�-77-A�.i r , o m o OT �/� yl IV 1 I I i o� o , , ! - 1 1 1 1 1 1 ----------- ------ ! - 1 1 1 ! 1 1 1 i kill- Ell 1 1 1 1 1 1 ! 1 1 1 1 1 i Y � 1 1 1 I 1 1 1 E 1 ; f � ...t 0 ------i-------' 1 1 1 i Y t ► 1 OF 1:LAKE E _SWORE 1 1 1 1 �- ------------------- - -------- ------------------BUILDING ! ` ISION E R M I i I f E r a — A PROVE 0 �► N `c PC Tel:(626)449-8182 Jon Na ANF & ASSOCIATES Fax(626)4494M Consulting Structural Engineers Bma arM6B8@p@cbcUmd By DATE 942D Telstar Ave..Suite I18. El Monte,CA 91731 SK-o► ' -�-�-�X S f 1 TS 3;X . l b Z, fI Fog- -Ts 3x3x/ {� Fog CITY OF LAB B U i L D I N-G- 0)1- PERMIT APPROVED put.", l _ - Title: _ Job ft Dsgnr. Date: 11:07AM, 1 MAR 05 Description Scope: per User KW-0600953 Veer 1-0eo2= Steel Column Page 1 (c)1983-X)W EXERCALC 6Weetig She Description General information Code Ref AISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS3X3X114 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 7.000 ft Elastic Modulus 29,000.00 ksi End Fbdty Pin-Pin X-X Unbraced 7.000 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 7.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 1.500 in Live Load k Ecc,for Y-Y Axis Moments 0.000 in Short Term Load 16.00 k Summary Column Design OK Section:TS3X3X1f4, Height= 7.00ft,Axial Loads: DL= 0-00, LL= 0.00, ST= 16.00k, Ecc.= 1.500in Unbraced Lengths: X-X= TOOfl, Y-Y= TOOft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1-1 0.4754 AISC Formula HI -2 0.4796 AISC Formula H1 -3 XX Axis:Fa caled per Eq.E2-1,K'Ur<Cc CITY I- YY Axis:Fa calc'd w E .E2-1 K r<Cc Stresses r Allowable&Actual Stresses Dead L_W. I D, Sort Fa:Allowable 18.76 ksi 0.00 ksi 1 7 UN 24.94 ksi fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 6.18 ksi Fb-xx:Allow(F1.6) 0.00 ksi 27.60 ksi 36.71 ksi Fb roc:Allow[Fi-71&(Ft 8l 29RU '0O ksi 27.60 ksi 36.71 ksi fb:xx Actual 0.00 ksi 0.00 ksi ksi 11.43 ksi Fb.-yy:Allow[F1-6} 0.00 ksi 27.60 ksi 36.71 ksi Fb:yy:Allow[F1-71 S[F1-8j 27.60 ksi Lcsi_ 36.71 ksi fb:yy Actual 0.00 ksi AP 0.00 ksi Analysis Values ROVL! n Fex:DL+LL. 25,821 psi Cm:x DL+LL - 0.60 Cb:x DL+LL 1.00 Fey:DL+LL 25.821 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 Pex:DL+LL+ST 34,342 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 Fey:DL+LL+ST 34,342 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection- -0.119 in at 4.060 ft Mai Y-Y Axis Deflection 0.000 in at 0.000 ft ll Alt' yt c �716�5� A5 3 j - Axial DL=0.00k Mal LL=0.00k Mal ST=16.00k 1.50 in X X �4 ��, 1 Y Tittle: Job# _ Dsgnr. Date: 6:42AM, 26 FEB 05 DescriptIon Scope: Raw .Ver I�20M Multi-Span Concrete Beam Page 1 (c)19e3.2003 EXERMC S&N-e e P Description General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 PC 3,0W.0 psi Stirrup Fy 40,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description Span ft 7.001 `Beam Width in 36.00 ' Beam Depth in 6.50 End Fbdty Pit►Fbc �� Reinforcing Center AMBar ow 76i Left 6i 3.sar Right e� t in Loads Using Live Load This Span 77 Yes Dead Load k/ft " Live Load k/ft r2.000 Results Beam Mmax @ Cntr k 11.71 @ X= 11 2.61 Mn'Phi k-A 21.14 Max @ Left End k-ft 0.00 Mn'Phi k-ft 21.14 Max @ Right End k-ft -20.82 Mn'Phi k-ft 21.14 Bending OK Shear @ Left k 8.92 Shear @ Right k 14.87 Reactions&Deflections DL @ Left k 0.00 - LL @ Left k 5.25 Total @ Left k 5.25 DL @ Right k 0.00 LL @ Right k 8.75 Total @ Right k 8.75 Max.Deflection in -0.041 @ X= It 2.94 Inertia:Effective in4 349.93 Shear Stirrups Stirrup Rebar Am W 0.400 Spacing @ Left in Not Req'd Spacing @ 2'L In Not Req'd Spacing @.4'L in Not Req'd Spacing @.6'L in Not Req'd Spacing @.8'L in Not Req'd Spacing @ Right in Not Req'd . J f f Td:(626)448.8182 Jos Na ANF+ 81 ASSOCIATES Fay(626)448- M Contuttl S Stractund Eojinem 5c"":mn lO' By DATE 9420 Telstu Ave,Suite 118, El Monte,CA 91731 SK OP ` ! LL a a Ts3,4 A sp" EAKE j3UILDING y d f ERMIT# 'm P. - � t Tel:(626)44"192 Joe Na ANF & AssocuTES :( Yp ar conanttint Structurd Engineers Dire 9420 Telstar Ave.Suite I B.El Monte,CA 91731 S►L Oa �f"`tW, ltsx 01g4xb �4-67-0 7,14 3 Itbb x 1st TIE e TOP OF Wt� - - CITY OF � S INP RED.. BUILDING DIVISION PERMIT # APPROVED TeL-(626)44"182 Jos No, ANF & ASSOCIATES Far(626)448- M Consutdos Structural EtWneera >34naM east By _ DAM 9420 Tetstar Ave:,Sure I ®Monte,CA 91731 SK OF T IN f F CONIf��Ov tip � !r i 0, t r -7 fX Iv� �� 3 < <,z� o _ /.1 o z ©,b), A,1� • Tcl(626)44"l ffi ANF & Assocum Far(626)448-8M Joy Na Conanhing Swactnrtl Engine-era Br DATZ 9420 Telstar Ave.,Suite 118,El-Montc,CA 91731 SK OF 4;- Yf <Z, T5 3x 0 7 x. Y, I ►53 KE ELSINO��'U PELDoe 3 • Tel•(626)449-8182 Joy Na ANF+ & ASSOCIATES Far 8-8092(626)44 Consnttin,8 Stsuatntsl Engineena 8 °amfl6M@p@cbcnmd By DATE 9420 Tristan Ave,Suite 118,p Monte,CA 91731 SM.- N L,�J2 To CI 27— i dg,707 X X S /4 5 � 41 3 SWORE DIVISIONXKE Oil -NG-T # PERMI A Tide: Job# Dsgnr. Date: 6:42AM, 26 FEB 05 Description Scope: usM-6o�+.Vw&&at-oeosoa� Multi-Span Concrete Beam Page 2 w- (ep 983-W ii B(BWALC Erghe ft Soft e P Description Query Values Location It 0.00 Moment k-fl 0.0 Shear k 8.9 Deflection in 0.0000 r Title: Job# Dsgnr. -- Date: 11.32AM, 11 FEB 05 - Description Scope: -Code Ref.ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Utw.l(W-0500953,Ver5.a0,143eo-MM Cantilevered Retaining Wall Design Page , (gr�z0M r x RCALC Sarw 9 9 Description Criteria Soil Data Footing Strengths& Dimensions Retained Height ._ 0.00 ft Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil= = 7.25 It Equivalent Fluid Pressure Method - Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width = 0.75 ft Slope Behind Wall = 0.00:1 Toe Acute Pressure = - 0.0 _ M of Safi over Toe = 12.00 in Passive Pressure = 250.0 Heel Width - 1.25 Height Total Footing Width = ------0-ff Soil Density - = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingIlSoil Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 It Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load - 35.0#/ft ...Height to Top 7.25 ft ...Height to Bottom 0.00 ft Design Su mma Stem Construction _ Top stem Stem OK Total Bearing Load = 934 Ibs Design height ft= 0.00 ...resultant eor- = 0.00 in Wail Material Above'Ht' = Masonry Soil Pressure @ Toe : = 0 psf OK Thickness = 6.00 Soil Pressure @ Heel _ = 0 psf OK Rebar Size - # 4 Allowable - 0 psf Rebar Spacing _ = 24.00 eRebar Placed at Edge f Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 0 psf FWFB+fa/Fa = 0.000 ACI Factored @Heel = 0 psf Total Force @ Section its= 0.0 Footing Shear @ Toe = -0.0 psi OK Moment-Actual ft-#= 0.0 Footing Shear @ Heel = 0.0 psi OK Moment....Allowable = 0.0 Allowable = 0.0 psi Shear....Actual psi= 0.0 Wail Stability Ratios - !/ Overturning = 0.00 UNSTABLEI Shear....Allowable psi= 0.0 Sliding = 0.00 UNSTABLEI Bar Develop ABOVE HL in= 0.00 Sliding Cates (Vertical Component Used) Bar Lap/Hook BELOW HL in= 0.00 Lateral Sliding Force - = 0.0 Ibs Wall Weight = 0.0 �/ f less 100%Passive Force- - 0.0 ibs Rebar Depth 'd' in= 0.00 less 100%Fran Ford= - 0.0 Ibs Masonry Data Added Farce Req'd 0.0 lbs OK I'm psi= 1,500 ....for 1.5:1 Stability = 0.0 Ibs OK Fs psi= 24,000 Solid Grouting - Yes - Footing Design Results Special Inspection Yes Modular Ration' 0.00 Toe Heel Short Term Factor = 1.000 Factored Pressure = 0. 0 psf E ui#Salid,Thidc, in= 7.60 htu':Upward = 0 0 ft-# M sonry Bloc rT 5f+MnV Weight R_ Mu':Downward = 0- 0 ft-# Con'lf 6 Data �"" Mu: Design 0 0 ft-# fc - psi' 1 Actual-Way Shear 0.00 0.00 psi th uept�� N �� Allow 1-Way Shear = 0.00 0.00 psi OtiserA � � Toe Reinforcing = None Speed Toe: Not req d,Mu<S'Fr Heel Reinforcing =._None Speed Heel Not req'd,Mu<S'Fr Key Reinforcing =-Norse Speed Key: No key defined PERMIT"VPR �1 � t� Tel:(626)448-8182 Jos Na ANF $ Assoc ATES = Fax(626)448-BM Consutting structural Engineers sue:onn6U@pwbdLnvt BY DA* 9420 Telsw Ave.,Suite 118.El Monte,CA 91731 SK Ov CITY OF LAKE ELSINORf BUILDING DIVISION 7 PER MIT # . f APPmOVED To TIto 5 t ��th � - i • Tel:(626)449-8192 Jon No. ANF & ASSOCIATES Fax(626)449-8092 Consulting Structural Engineers B.mf mn68@pwbeil.aet BY DATE 9420 Tct=r Ave—Suitt 119,El Monte.CA 91731 SK OF Yet y tf, z.�x q- oLby- xrt >. Z4 7 LAKE ELSINORE B U 1 L,'"-- DIVISION LRMI # ki ` Lit� e _ . Jan 07 2005 5:46Ph HP LASERJET 3330 P- 2 COMMERCIAL PLAN CORREC77ONS Scott Faazekas_& Associates, Inc: 9 Calparate Park,SuNa 200 SEA PC4: 10244 Irvine,CA 92M Phow. (449)475-2901 - AGENCY:La1oe Elsinore 3149 Fax:(949)473-2560 • Check by: (Imoh-Rao Date: 12-21-04 Phone: %bELUILDING ADDRESS AMSDICTION APPLICANT TEL NO. moo Amth= 626.793-9119 Petsmart ARCHrTECrAD1QINEER TEL NO. OWNER TEL NO. BEFORE APPROVAL FOR CODE COMPLIANCE OR ISSUANCE OF A BUHMING PERMIT,TSB PLANS AND APPLICATION FOR THIS CONSTRUCTION REQUM THH INFORMATION,REVISIONS AND OORRECIIONS INDICATED BELOW. THE . APPROVAL OPPLANS AND SPECIFICATIONS DOES NOT PHRmrr THB VIOLATION OF ANY SECTION OF THE BUMDING CODE,OR OTHER ORDINANCE OR STATE LAW. . USE OF STRUCTURE: SheO retail bldg TYPE: VN,sp dnklm GROUP:M STORY: I VALUATION: 1,001,273 AREA SQ.FT. 19,307 - INSTRUCTIONS � - A. Rat-marked plans (if applicable) with recheck and your responses to corrections either on this eonectioa list or in a separate response referencing each comment by number. B. The plan checker can be reached by telephone between the hours of 5:00 a.m. and�i�on the following days:• Monfy-Friday CORRECITONS LL 1. Provide a sit�plan stamped and signed by design professional. 2. Clearly identify property lines of site plan and show building setbacks from property lime. I. A geological-repoWsoil report is required (UBC 106.3.2.E 4. The owner or licensed design professional of record shall research the Title Report(s)for the site and on the plans note sad sign the following statement:'The Title Report for the properties has been reviewed,and any applicable conditions,such as easements,incorporated into the plans". S. when two or more buildings are on the same property,the building shall have an assumed property line between them for determining wall and opening protection,and roof cover requirements UBC 503.3. See UBC 503 for,exceptions. 6. When a new building is constructed adjacent to an existing building, show the required wall and opening Protection requirements for the existing building will be makiMined. UBC 503.3.,Table 5-A. Ka/outtimNoan-ptsafim Pus 1 2-13-96 Jan .07 2005 5:46Pli HP LRSERJET 3330-= - p.4 ,' -5;24:- _Please justify width of wring assumed for dcsiga of panels at joists and girders. �25. When,isA diaphramm 00 cal wn on c ? 526. Provide design and of llector element condeOi both 'ds 2.1 and F 16331.6. detalltng u8 1 o E Sr A HP DC- t t� 7,z �Tz 51,7. When is%night of masonry veneer being considered in 1 is an design including out of plane ante? 7��, D0 TO Sit SM1C�fi/,gG ys S 28. Design and detail anchorage of m4sonry til up panels. •off ADD �� 9. Provide and re 6i a detail for o _ be at tilt els. wort up pan - a�- ► ©l� O�s� t S T3 Pmvide diled catcs out of place aachorag�maluchng sub-diaphragm analysis per 1 b33.2.8.- _56E CbCr 4��C. 5z- 53 p31. Tie high roof n jcanopy to main f 1b93lIP k5eDiaphragm s ear capacity S2.0 is be' ed calc.P e51. Please review and revise.r� � � r�� s 33;. (12lA-501)-Provide structural design and detailing of walls and foundation for oofplane seismic forces. J3 Jf - - � �0NORE Cjr� y C ��IN oO � :G D . yc ;-- -� scNctertiwVbam-�lmRm Pop 3 2.13 �ANF 8z ASSOCIATES Ta-(626)448-8182 Joe No, • t►� consulthn Structural Engineer Far(626)44"M9Z t� 0 e— By f 9z DATE i 9420 Teloar Ave.,Suite 119.El Monte CA 91731 SM OR Y C4 ip Al L C"o L -�— _ PPS Fl� 661#4tfIC � 7 mhtt, TIC- s/f/ ,5 Title: Job# Dsgnr. Date: 11:32AM, 11 FEB 05 Description Scope: Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 ver&&O.c�zoar Cantilevered Retaining Wall Design Page 1 tcl1983--2=�CALC S 9 9 Description Criteria Soil Data r Footing Strengths&Dimensions Retained Height = 0.00 ft Allow Soil Bearing = -2,000.0 psf Pc = 3,000 psi Fy = 60,000 psi Wall height above soil 7.25 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure 35.0 Toe Width = 0.75 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 0.0 _ ' ht of Soil over Toe = 12.00 in Passive Pressure = 250.0 Heel Width - 1.25 Height Total Footing Width Soil Dens- 110 00 pcf Water height over heel = 0.0 ft _ dY Footing Thickness - 12.00 in FooftngliSoii Friction = 0.300 Wind on Stem 0.0 psf Sod height to ignore Key Width 0 00 in Key Depth 0.00 in for passive pressure = 0.00 in - _ Key Distance from Toe = 0.00 ft ` - Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to St-em---k Lateral Load = 35.0#!ft ...Height to Top 7 25 ft ...Height to Bottom - 0.00 ft Design Summary Stem Construction Top Stem Stem OK Total Bearing Load = 934 lbs Design height ft_= 0.00 ...resultant ex = 0.00 in Wall Material Above W- = Masonry , Soil Pressure @ Toe = 0 psf OK Thickness _ 6.00 r �/ Sod Pressure @ Heel == 0 psf O1C AllowableRebar Sae - # 4 P =ressure less Than Allowable Rebar Placed at = Edge v Sooddpsf Rebar Spacing 24.00 P Design Data IV )7 ACI Factored @ Toe = 0 psf Design fa/Fa fa/Fa 0.000 ACI Factored @ Heel = 0 psf Total Force @ Section lbs= 0.0 Footing Shear @ Toe = 0.0 psi OK Moment....Actual ft-#= 0.0 Footing Shear @ keel._;= 0.0 psi OK Moment...Allowable = 0.0 Allowable = 0.0 psi Shear....Actual psi= 0.0 Wall Stability Ratios Overturning = 0.00 UNSTABLEI Shear....Allowable psi= 0.0 Sliding = 0.00 UNSTABLEI Bar Develop ABOVE Ht in= 0.00 Sliding Cates (Vertical Component Used) Bar Lap/Hook BELOW HL in= 0.00 Lateral Sliding Force = 0.0 lbs Wall Weight = 0.0 less 100%Passive Force= - 0.0 lbs Rebar Depth 'd' in= 0.00 less 100%Friction Farce= - 0.0 lbs Masonry Data Added Force Req'd = -0.0 lbs OK Pm psi= 1,500 ....for 1.5:1 Stability : = 0.0 Ibs OK Fs psi= 24,0 00 Solid Grouting Yeses [Footing Design Results Special Inspection _ YYrw es pg Toe Heel -Modular R #-4ct.r 1 Factored Pressure =. 0` 0 psi i qu Solid`Thick. in M i Y !6.� Mu':Upward = 0 0 ft-# o�O ryDelNo a'yWei Mu':Downward = . 0 O ft# C D Mu: Design = 0 0 ft-# tj I Actuall-Way Shear = 0.00 0.00 psi Fy psl= Allow 1-Way Shear =. 0.00 0.00 psi Other Acceptable Sizes 8 spacings Toe Reinforcing = None Speed Toe: Not raga,Mu<S'Fr Heel Reinforcing = None Speed of uISS'Fr Key Reinforcing =_None Speed P , fin ,s A P 0 P'R _ T (626)448-8182 Joe No. • ANF & ASSOCIATES - Fax(626)4494M Consufft Structural Ensineen 8 a 6 .�eanet BY DA-M 9420 Telsur Ave.,Suite 118. El Monte,CA 91731 � S►i OF 771 - t 4 - 1 .�_ ter=• - 72; To 71 'z7 f - ' -1141 - . =- Ills s t BPI,R 0"n c H d,14!As -- 0, Few vjp� # � - �t �1 o. i��, Tek(f�T6)448-9182 Jon Na L°!Pl r & ASSOCIATES Far(626)449-M • Consulde j gt actural En&wn By DAM j 942D Telau Ave,Suite 118.EI Monte,CA 91731 - Sra Ors_. .� t(, Zl /Y ' c 3 P s� i✓ v/.4u, V/Ipr vV - L Et RE f It - -ION 1 liT Gs - To OF w f7l v �� f - According to 14.8.1,the provisions of 14.8 are considered to satin f 10.10 when flexural tension controls the design of a wall.The following limitations apply to the alternate design method(14.8.2): (1) The wall panel shall be simply supported,axially loaded,and subjected to an out-of-plane uniform lateral ' load.The maximum moments and deflections shall occur at the mid-height of the wall. (2) The cross-lion is constant over the height of the panel. (3) The reinforcement ratio p shall be less than or equal to 0.6pb,where pb is the reinforcement ratio producing balanced strain conditions(8.4.3, 10.2). (4) Reinforcement shall provide a design moment strength�Mn great4than or equal to Mcr, where Ma is the moment causing flexural cracking due to the applied lateral and vertical loads.Note that Mcr shall be obtained using the modulus of tuptme fj given by Eq.(9-9). ' (5) Concentrated gravity loads applied to the wall above the design flexural section shall be distributed over a 'j width Equal to the lesser of(a)the bearing width plus a-width on each side that increases at a slope of 2 vertical to 1 horizontal down to the design flexural section or(b)the spacing of the concentrated loads.Also, the distribution width shall not extend beyond the edges of the wall panel(see Fig.23-4). .(6) The vertical stress Pu/As at the mid-height section shall not exceed 0.06 fc. i'- When one or more of these conditions are not satisfied,the wall must be designed by the provisions of 14A. - ! W WaVA+Es8 W+(tA-SB Oabn hoard�eo0on F1gum 23.4 OIst ibutlon Width o't Concentrated Gravity Loads(14.8.2.5) According to 14.8.3,the design moment strength fMn for combined flexure and axial loads at the mid-height cross-section must be greater than or equal to the total factored moment`K'1, t this_secdo—h T1e.fintRdlmoment M„includes P d effects and is defined as follows:, IVISI� Eq. �_ +Pn� (i4�4) wham M.= factored moment at the mid-height section of the wall due to factored lateral and eccentric vertical loads F. 'f, ,. Pu=factored axial load -- - Au=deflerxion at the mid-height of the wall due to the factored loads _5K 42108Ecla ram -- , (14,6) tc=vertical distance between supports '! YX )0 4 Be=modulus of elasticity of concrete(8.5) 16=moment of inertia.of cracked section transformed to concrete ..� 23-6 -. - K i � JOB NQ AN $ASSOCIATES Tck(W 4484182 Steal BstSiaeers Far.(M)4494M By _ - DATE [9%420:TtclzW Am.Sube 113,El Monts CA91131 DA SK-OR_... 6r,lv 13 F 3yLx� LSD VS v 10 y5,1 zZ �.s Zz x �� t-1x9�,s" irx�s �Ixt tpsx4l� �9�sx�. �,rX�s3 6 � �EtE� «0 R E 13•�3 I �. Ml T # r ' 140 ATLLt9`f 1 �p0 Title: Job# Dsgnr. Date: 10:37AM, 11 FEB 05 Description Scope: uRaw v®raaa1�2= Tilt-Up Wall Panel Design Page ' co>>sa3.2oa►Er�cnsc sot�wase Description 4C General Information Code Ref.ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 24,750 ft fc 4,000.0 psi Seismic Zone 4 Parapet height 4.750 ft Fy 60.000.0 psi Min Vert Steel% 0.0020 Thickness 7. i Phi 0.900 Min Honz Steel% 0.0012 Bar Size Width 1.2.000 in Bar Spacing 8.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Deli.Rath . 150.0 LL&ST Not Combined Concrete Weigh 145.00 pct Using:UBC Sea 1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical LoadsU1,720.00 Wind Load 25.000 psf Uniform DL Point Load lbs Uniform LL he• ht ft --•eccentricity...=type Seismic Concentric DL Lateral Load #tft Concentric LL s ...distance to top ft ...distance to bot ft Seismic"I"Ma nifler 1.000 ...bad type Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to AC1318-02 for concrete design. Factoring of entered loads to ultimate toads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Deft wto P-Delta 1.568 0.209 in 0.218 0.172 in Basic M w/o P-Delta 51,519.6 33.883.6 in-# 36,799.7 27,770.8 in-# Moment Excess of Mcr 37.231.6 - 0.0 in-# 3,174.0 0.0 in-# Max P-Della Deflection 4.393 0.214 In 0.574 0.176 in Max P-Delta Moment 72,807.2 34,659.7 in-# 38,749.7 28,378.7 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary I Wall Design OK 24.75ft clear height,4.75ft parapet, 7.50in thick with#6 bars at 8.00in on center, d= 3.25in, fc=4,000.Opsi, F Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs Service Load Deflection :Seismic Load Governs Maximum Iterated Moment:Mu 72,807.19 in4 Maximum Iterated Deflection 0.574 in Moment Capacity 108,272.40 In# Deflection Limit 1.980 In Seismic Wind Mn'Phi:Moment Capacity Applied: Mu Q 108,272.40108,272.40 end# _104,241.75 ik� Applied: Mu Top of Watt C �� F 59,837___33�in=# 17 487 33 �=#D K Max Iterated Service Load Deflection _ 0.5Z irk r�0.18-ins Actual Deflection Ratio 517 j: q,690\`:1 Actual Reinforcing Percentage ` L0. 69 0 01t;9� UBC Allow.As%=0.6'RhoBal 0.0171 0.0171 Actual Axial Strew:(Pw+Po)/Ag 38.69 psi 38.69 psi Allowable Axial Stress=0.04'fc 160.00 psi 160.00 psi RE vftr - — o Fci - Title: Job# Dsgnr. Date: 10:37AM, 11 FEB 05 Description Scope: Rev. 58000D Page 2 (� cn�caar � Tilt-Up Wall Pane! Design Description 4C Analysis Data E 3,604,996.5 psi Sgross 112.500 in3 n=Es J Ec 8.04 Met=S'Fr 35,575.6 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht/Thk Ratio 39.60 Rho:Bar Reinf Pet 0.0285 Values for Mn Calculation... Seismic Wind As:eff=(Purtot+AsFyYFy 0.741 in 0.721 in a:(AsFy+Pu)I(.85 fc b) 1.090 in 1.060 in c=a/.85 1.282 in 1.247 in Igross 421.875€n4 421.88 in4 icracked 31.52 in4 31.02 in4 I-eff(ACI methods only) 0.00€n4 0.00 in4 Phi:Gapacity Reduction 0.900 0.900 Mn=As:eff Fy(d-all)-Pu(WairThk243ar Depth) 120,302.66 in-# 115,824.16 in-# Additional Values Loads used for analysis Factored Loads Wan Weight - 90.625 psf Seismic Wind Wall Wei ht Seismic Factor 90.625 psf Applied Axial Load 2,702.00 2,026.50 Wit Wall Wt`Parapet Seismic Factor 140.469 psf Lateral Wall Weight ,17 1,656.05 WNft 4 Service Applied Axial Load 1,930.00#i€t Total Lateral Loads ,874.73.73 3,6 . 5 Will Service Wt @ Max Mom 1.551.95 #/tt Total Service Ardat Loads 3.481.95 #M ACI Factors (perAC1318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1 4"Factor for Seismic 1.400 ACI C-1&C-2 LL 1.700 ACI G-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0 900 ACI G-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST•: 1.100 SW ESIO PC MTV �j' �4F V ED Design Method:1997 UBC 1914.0 w/Iterated Deflections 140.46 psf 25.00 psf 475ft 140.4 43.49 psf 25.OE 25.00 l—� 24.75 ft Eff Width=12 Oin s F SAS Zone=8 4 �t �' 1�i n l Fy=60000 psi �� Udd fc=4000.psl 43 25. Using:fib @ 8 OOin PErSeismic load � �load Thick=7 50in d O O♦-6 O O © Q O r RONNIE o �.. NAM ppl-T�m- MEN ■��` a ama ■� g ME 1011100 MEN INS r`�Tm 11>: m! { �RINI o © © a - o _______________ ____ ------_----------- ___________________ bo _.__ __-_______-_______,-.71 _____-_____� -)-------- ------- o CD CD N na vo ° ---- ' ------------- ------ : 0 - ------ ----------- ---- -------- G------------------------------------------------------------------------------ ----------------- ------------------ ------------------------------- . . N G1'"I'T" OF LASE ELS9,N 0 R E BUILDING DIMS ' o c- PERMIT # APINDROVED a d N - o - C> C) � N - A. N ' M A O � d a M Cr n N n a c� o'O G _ O - - O /11'000� C> pow AG CITY LAKE I BUVING 1 9 � PERMIT # o � P APROMED. 0 N C) vi'W d p OQ i Wa A) E p N #_.....- -------------T Uq 39 31 18 45 65 40 32 19 46 88 (1Q 41 33 20 47 87 42 m 34 m 21 48 0 8g m 43 35 22 49 69 44 38 23 50 70 +? ------------------•.. 97 24 11 to ----.try 104 ------------ 97 25 12 51 98 28 13 52 99 27 14 53 100 47 28 N 15 54 101 29 18 55 102 30 17 56 -- - --- 103 72 73 75 91 88 81 76 92 87 82 77 93 88 83 78 J 94 89 84 79 ~ 95 90 85 so- ---------------------- 2 ----------------------------- G -------------------- CITM,, - F LAKE ELSiNa E_ P3MLDING DIVISION PERMIT ## APPROVED o O _ d � - O � N N ------------------0i),--------- -------------------(D-p ------------------OT ------------CT-'),----- coo Ej 990 i N Sk 5k 5k Sk -7 2acL sc 4*k A 1sK2 3k Sic =a-I Sk 5k 26K7 Sk Sk F 24K7 t 5k 4k I 20K4 4k 3k 16tU�3k a oa Sk I 26iC7 5k 9k1 25iQ Sic 5k i 24K7 Sic i4k 2OK4 tt 4k 16K2 3k Sk I 26K7 5k Sic 26K7 5k ;c s 24K7 i 5k 20K4 1 4k 16K2 sk 5k • f 26K7 Sk §t 24K7 ` 2�C4 4k 18Kz 3k Sk 5k 5k 26K7 5k 5k 1 241C 5k 4k _ 16K2- 3k Sk 2%0 Sk 2MQ 5k 24K7 yyi 12KI-2k Oil +s- -------------------- t tii .'-- 8x35 4k --•---------- Sk MM Sic Sc ! 26M Sk 9c 24K7 Sk i4k 20KCiSA 3k 2UM 5k 5k { 26K6 5k Sk i 24K7 5k 4k 2OK4 4k ak 26K7 5k ! 26M Sic + 24K7 15k ' 20VA 4k 26M 5k 26K6 5k Zk 1 24K7 i5k :k 2OK4 4k � MM Sic 26K8 5k -57c i 24K 7 f5k ilk 2OK4 4k ep 26K7 Sk 5k 26K6 5k 5k I�� 24K7 f5k 4k 217K4 4k _-•--- cam-------- 26K7 5k 2610 Sic 1 26K6 }Sk 2OK4 4k ----- '- �' Sk Sic 26K7 Sic �9 26K6 Sk 4k 2fkG6 4k rn Sk Sk Sk 26K7 5k I 2WS 3 5k .Qc 2OK44 4k N Sk 26K7• 5k 26K7 5k �ic 26M 5k �4k 20K4 4k Sk 26KC7 Sk 26K7 Sk 26iC6.j 9c 207C4 4k 0 Sk 26K7 Sc Sk 26K7 & 5k MQK Sic 4k 4k -- -------------=-------- . G---------------------------------it ---JwD.......... CITI' r KE ELSINORE BLNG DIVISION PERMT # APrftR OV a � ' O a � - � N Q"-N - 6 ❑ L - - - -19 CO C0 CD to CO s j j j CO 0 0 W Ut W N W N p 0 W �I �I 4 W N I 6 i i " t CO CO 00 00 00 �! CO N N_ N N N N W CO W W CO CO O CO CO �1 C) N O CO CO 11 C) CJt 4 O Ut 4 W N i ❑ ❑ i - t Co - Co CO CO 00 11 -� �► -� -� N N N N -� Cat " W N W �1 M M 4 W N W O W 00 TY 5 I 00 v 4 4 -4 -4 to Cn C I 0 CJ7-- t CA O CO 00 -I O C n O C" � - NO CO 00 -1 CA C n FE.M.Al O I APPw"*'OVED � O CD C) m O O C0 M �I O Ut JOOI :AaOgS MaTA UPTd £O: L£ : TT 60/6Z/T-T 96pTg6oui-aT :aspgpgad OPON sisXTVUV - Z-8A G=x3 PiFiii Gravity Beam Design RAM Steel v8.2 RAM DataBase: le-mcgbldge 11/20/0411:02:42 *','xm Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: roof Beam Number=41 - SPAN INFORMATION (ft): I-End (18.04,0.00) J-End (18.04,41.00) Slope(deg): 1.178 Joist Size(Optimum) = 26K7 Total Beam Length(ft) = 41.01 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.108 0.120 7.4% Red 41.008 0.108 0.120 2 0.000 0.000 0.000 --- NonR 41.008 0.000 0.000 Design Loads Allowable Loads (lbs/ft) Dead: - - 108.2 Live: 111.3 161.9 Total: 219.5 261.9 MOMENTS: Span Cond Moments J' �� EELSINORE kip--ft ft Center Max+ 46.1 20.5 B k`j0_D W N` �1 I S I REACTIONS-VERTICAL (ldps): Left Right ft DL reaction 2.22 2.22P � Max+LL reaction 2.28 2.28 Max +total reaction 4.50 4.50 DEFLECTIONS: = - Dead load (in) = 0.914 L/D = 539 P Live load(in) = 0.939 L/D = 524 Total load(in) = 1.853 L/D = 266 Standard Joist Selection • RAM Steel v8.2 Page 2/5 RAM DataBase: le-mcgbldge 11/20/0411:02:42 M Building Code: IBC Floor Type: roof Beam Number=33 SPAN INFORMATION(ft): I-End (18.04,41.00) J-End (18.04,82.00) Slope (deg): 1.190 Joist Size(Optimum) = 26K7 Total Beam Length(ft) = 41.01 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.108 0.120 7.4% Red 41.008 0.108 0.120 2 0.000 0.000 0.000 --- NonR 41.008 0.000 0.000 Design Loads Allowable Loads(lbs/ft) Dead: 108.2 Live: 111.3 161.9 Total: 219.5 1.9' . �F L `-ANE ELSINnR MOMENTS: Span Cond Moment (Qa y b kip-ft ft Center Max+ 46.1 20.5 '' REACTIONS -VERTICAL (kips): v V�V i T Left Right DL reaction 2.22 2.22 Max+LL reaction 2.28 2.28 Max +total reaction 4.50 4.50 {j MOVED DEFLECTIONS: Dead load(in) = 0.914 L/D = 539 Live load(in) = 0.939 L/D = 524 Total load(in) = 1.853 L/D = 266 Standard Joist Selection RAM Steel v8.2 Page 3/5 DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number=20 SPAN INFORMATION(ft): I-End (18.04,82.00) J-End (18.04,122.00) Slope (deg): 1.189 Joist Size(Optimum) = 24K7 Total Beam Length(ft) = 40.01 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.108 0.120 6.6% Red 40.008 0.108 0.120 2 0.000 0.000 0.000 --- NonR 40.008 0.000 0.000 Design Loads Allowable Loads (lbs/ft) Dead: 108.2 Live: 112.3 147.9 Total: 220.5 252.9 MOMENTS: Span Cond Moment Q kip-ft ft Center Max+ 44.1 20.0 REACTIONS -VERTICAL (kips): Left Right DL reaction 2.16 2.16 Max+LL reaction 2.25 2.25 Max+total reaction 4.41 4.41 DEFLECTIONS: - Dead load(in) = 0.976 UD = 492 Live load(in) = 1.012 UD = - 474 Total load(in) = 1.988 UD = 241 CITY OF LAKE ELSINORE BUILDING DIVIS ON 4T Standard Joist Selection a RAM Steel v8.2 Page 4/5 RAMI DataBase: le-mcgbldge 11/20/0411:02:42 Building Code:-IBC Floor Type: roof Beam Number=47 SPAN INFORMATION(ft): I-End (19.29,122.00) J-End (19.29,152.58) Slope (deg): 1.190 Joist Size(Optimum) = 20K4 Total Beam Length(ft)_ = 30.59 LINE LOADS(k/ft): Load Dist DL LL Red% Type 1 0.000 0.116 0.129 0.0% Red 30.589 0.116 0.129 2 - 0.000 0.000 0.000 --- NonR 30.589 0.000 0.000 Design Loads Allowable Loads(lbs/ft) Dead: 115.7 Live: 128.5 169.0 _ Total: 244.3 263 LAKE ILISHMURE MOSpan MENTS: Cond Moment a� u 9N LDIVISR- N , kip-ft ft Center Max+ 28.6 15.3 REACTIONS-VERTICAL (kips): P E R M T Left Right DL reaction 1.77 1.77 Max +LL reaction 1.979 Max+total reaction 3.74 3.74 DEFLECTIONS: U V Dead load(in) = 0.698 L/D = 526 Live load(in) = 0.776 L/D = 473 Total load(in) = 1.474 L/D = -249 Standard Joist Selection FilRAM Steel v8.2 Page 515 RAKI DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number=67 SPAN INFORMATION(ft): I-End (19.29,152.58) J-End (19.29,175.92) Slope(deg): 0.737 Joist Size(Optimum) = 16K2 Total Beam Length(ft)- = 23.34 - LINE LOADS (k/ft): Load Dist_ DL LL Red% Type 1 0.000 0.116 0.129 0.0% Red 23.335 - 0.116 0.129 2 0.000 0.000 0.000 --- NonR 23.335 - 0.000 0.000 Design Loads Allowable Loads (lbs/ft) Dead: 115.7 Live: 128.6 186.0 Total: 244.3 269.3 MOMENTS: Span Cond Moment @ kip-ft ft Center Max+ 16.6 11.7 REACTIONS -VERTICAL- (kips): - Left Right DL reaction 1.35 1.35 Max+LL reaction 1.50 1.50 Max+total reaction 2.85 2.85 DEFLECTIONS: Dead load(in). = 0.484 L/D = 579 Live load(in) = 0.538 L/D = 521-��; Total load(in) = 1.022 rM = 274 "�=- �K E E L S I L y L � I��C? � U �� "V N I A 1I E 0 UR& f_ Gravity Beam Design RAM Steel v8.2 RAM DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: roof Beam Number=9 SPAN INFORMATION(ft): I-End (0.00,41.00) J-End (42.08,41.00) Slope (deg): 0.019 Joist Size(Optimum) - = XXG7N7.1K Total Beam Length(fft) = 42.08 POINT LOADS(kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.012 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 6.012 2.22 y 2.46 47.4 0.00 0.00 0.0 0.00 0.0 12.024 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 12.024 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 18.036 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 18.036 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 24.048 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 24.048 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 30.060 2.22 - 2.46 47.4 0.00 0.00 0.0 0.00 0.0 30.060 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 36.071 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 36.071 2.22 2.46 47.4 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- �o�_ � LAKE /, 42.083 0.000 0.000 /`'°'►K O R E Design Loads(kips) BUILDING DIVISION Dead: 4.4 Live: _2.59 Total: 7.03 PE }�` '�° MOMENTS: g�►�I 1 Span Cond - Moment Q kip-ft f1 Center Max+ 253.5 18.0 you REACTIONS -VERTICAL (lops): ArlwnOVLED Left Right DL reaction 13.31 13.31 Max+LL reaction 7.78 7.78 Max+total reaction 21.09 21.09 Joist Girder Selection RAM Steel v8.2 - - Page 2/3 M DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number=3 SPAN INFORMATION (ft): I-End (42.08,41.00) J-End (83.92,41.00) Joist Size(Optimum) = XXG7N7.1K Total Beam Length(ft) = 41.83 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.976 2.21 2.45 47.3 0.00 0.00 0.0 0.00 0.0 5.976 2.20 - 2.45 47.3 0.00 0.00 0.0 0.00 0.0 11.952 2.21 - 2.45 47.3 0.00 0.00 0.0 0.00 0.0 11.952 2.21 2.45 47.3 0.00 0.00 0.0 0.00 0.0 17.929 2.21 - 2.45 47.3 0.00 0.00 0.0 0.00 0.0 17.929 2.21 2.45 47.3 0.00 0.00 0.0 0.00 0.0 23.905 2.21 2.45 47.3 0.00 0.00 0.0 0.00 0.0 23.905 2.21 - 2.45 47.3 0.00 0.00 0.0 0.00 0.0 29.881 2.21 2.45 47.3 0.00 0.00 0.0 0.00 0.0 29.881 2.21 . 2.45 47.3 0.00 0.00 0.0 0.00 0.0 35.857 2.21 2.45 47.3 0.00 0.00 0.0 0.00 0.0 35.857 2.22 2.47 47.3 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): - Load Dist -_ DL LL Red% Type 1 0.000 . 0.000 0.000 --- Non.R 41.833 0.000 0.000 Design Loads (kips) Dead: 4.4 ORE = ' � � g�l Live: - :2:59 �� F ®- IN Total: _ 7.02 fl � DIVISION MOMENTS: Span Cond Moment kip-ft ft I i gg Center Max+ 250.8 23.9 REACTIONS (kips): Left Right DL reaction 13.23 13.24ARF Max +LL reaction 7.74 7.75 vVED Max+total reaction 20.97 20.99 Special Joist Selection RAM Steel v8.2 Page 3/3 RAM DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number=8 SPAN INFORMATION(ft): I-End (83.92,41.00) J-End (122.67,41.00) Slope(deg): 0.020 Joist Size(Optimum) = XXGSP Total Beam Length(ft) = 38.75 POINT LOADS(kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 0.083 2.29 2.55 47.2 0.00 0.00 0.0 0.00 0.0 6.458 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 6.458 2.37 2.63 47.2 0.00 0.00- 0.0 0.00 0.0 12.917 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 12.917 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 19.375 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 19.375 2.38 - 2.65 47.2 0.00 0.00 0.0 0.00 0.0 25.833 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 25.833 2.38 -- 2.65 47.2 0.00 0.00 0.0 0.00 0.0 32.292 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 32.292 2.38 2.65 47.2 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): Load Dist _DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 38.750 0.000 0.000 - MOMENTS: Span Cond - Moment @ kip-ft ft _ Center Max+ 220.0 19.4 _-� ``v L""16 C�ORE 1, � lU 4 1 REACTIONS -VERTIEAL s -`� � � • DIVISION Left Right �� DL reaction 14.19 11.92 Max+LL reaction 8.33 7.00 Max+total reaction 22.53 18.92 17-7-0 AV- Gravily Beam Design RAM Steel v8.2 RAM DataBase: le-mcgbldge 11/20/04 11:02:42 lmwwxm Building Code: 113C Steel Code: ASD 9th Ed. Floor Type: roof Beam Number=6 SPAN INFORMATION(ft): I-End (0.00,82.00) J-End (42.08,82.00) Slope(deg): 0.011 Joist Size(Optimum) = XXG7N7.OK Total Beam Length(ft) = 42.08 POINT LOADS(kips): Dist DL-- RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.012 2.16= 2.40 47.2 0.00 0.00 0.0 0.00 0.0 6.012 2.22 2.46 47.2 0.00 0.00 0.0 0.00 0.0 12.024 2.16. 2.40 47.2 0.00 0.00 0.0 0.00 0.0 12.024 2.22 2.46 47.2 0.00 0.00 0.0 0.00 0.0 18.036 2.16 2.40 47.2 0.00 0.00 0.0 0.00 0.0 18.036 2.22 -2.46 47.2 0.00 0.00 0.0. 0.00 0.0 24.048 2.16 2.40 47.2 0.00 0.00 0.0 0.00 0.0 24.048 2.22 2.46 47.2 0.00 0.00 0.0 0.00 0.0 30.060 2.16- 2.40 47.2 0.00 0.00 0.0 0.00 0.0 30.060 2.22 - 2.46 47.2 0.00 0.00 _ 0.0 0.00 0.0 36.071 2.16- 2.40 47.2 0.00 0.00 0.0 0.00 0.0 36.071" 2.22 2.46 47.2 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 42.083 0.000 0.000 Design Loads(kips) Dead: 4.4 Live: ; _ 2.57 `E I RE Total: 6.95 N MOMENTS: ` Span Cond Moment @ I m A S 1-0 kip-ft ft Center Max+ 250.7 18.0 REACTIONS -VERTICAL (kips) Left Ri t hA� l l DL reaction 13.15 13.15 Max+LL reaction 7.71 7.71 - Max+total reaction 20.85 20.85 Joist Girder Selection RAM Steel v8.2 Page 2/3 RAM DataBase:_le-mcgbldge 11/20/0411:02:42 Building-Code: IBC Floor Type: roof Beam Number=2 SPAN INFORMATION(ft): I-End(42.08,82.00) J-End (83.92,82.00) Joist Size(Optimum) = XXG7N7.OK Total Beam Length (ft) = 41.83 POINT LOADS (kips): _ Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% • 5.976 2.15 2.39 47.2 0.00 0.00 0.0 0.00 0.0 5.976 2.21 2.45 47.2 0.00 0.00 0.0 0.00 0.0 11.952 2.15 2.39 47.2 0.00 0.00 0.0 0.00 0.0 11.952 2.21 2.45 47.2 0.00 0.00 0.0 0.00 0.0 17.929 2.15 2.39 47.2 0.00 0.00 0.0 0.00 0.0 17.929 2.21 2.45 47.2 0.00 0.00 0.0 0.00 0.0 23.905 2.15- 2.39 47.2 0.00 0.00 0.0 0.00 0.0 23.905 2.21 2.45 47.2 0.00 0.00 0.0 0.00 0.0 29.881 2.15 2.39 47.2 0.00 0.00 0.0 0.00 0.0 29.881 2.21 = 2.45 47.2 0.00 0.00 0.0 0.00 0.0 35.857 2.15 2.39 47.2 0.00 0.00 0.0 0.00 0.0 35.857 2.21 2.45 47.2 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): Load Dist DL LL Red% Type- 1 0.000 0.000 0.000 --- NonR 41.833 0.000 0.000 Design Loads (kips) Dead: 4.4 Live: 2.56 Total: 6.91 CITY OF MOMENTS: EKE Span Cond Moment (a� ELSINOR DIG E kip-ft ft DIVISIO Center Max + 247.9 17.9 REACTIONS(laps): PERW T Left Right DL reaction 13.07 13.07 Max+LL reaction 7.67 Max+total reaction 20.74 20.74 Joist Girder Selection RAM Steel v8.2 Page 3/3 RAM DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number=7 SPAN INFORMATION(ft): I-End (83.92,82.00) J-End (122.67,82.00) Slope(deg): 0.012 Joist Size(Optimum) = XXG6N7.6K Total Beam Length(ft) = 38.75 POINT LOADS (Idps): Dist DL- RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.458 2.33- 2.58 45.7 0.00 0.00 0.0 0.00 0.0 6.458 2.38- 2.65 45.7 0.00 0.00 0.0 0.00 0.0 12.917 2.33_ 2.58 45.7 0.00 0.00 0.0 0.00 0.0 12.917 2.38 2.65 45.7 0.00 0.00 0.0 0.00 0.0 19.375 2.33_ 2.58 45.7 0.00 0.00 0.0 0.00 0.0 19.375 2.38- 2.65 45.7 0.00 0.00 0.0 0.00 0.0 25.833 2.33- 2.58 45.7 0.00 0.00 0.0- 0.00 0.0 25.833 2.38 2.65 45.7 0.00 0.00 0.0 0.00 0.0 32.292 2.33_ 2.58 45.7 0.00 0.00 0.0 0.00 0.0 32.292 2.38 2.65 45.7 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): Load Dist _ DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 38.750 0.000 0.000 Design Loads (kips) Dead: 4.7 Live: 2.84 Total: 7.55 = E MOMENTS: l�N\6 LS 1NUF Span Cond Moment kip-ft ftLy Center Max+ 219.5 19.4 ' $`� REACTIONS- VERTICAL (Idps): Left Ri ht_ �s DLreaction 11.77 lli - Max +LL reaction 7.11 7.11 Max+total reaction 18.88 18.88 FF 30 Gravity Beam Design RAM Steel v8.2 RAM DataBase: le-mcgbldge 11/20/0411:02:42 Ms�w Building Code: IBC Steel Code: ASD 9th Ed. Floor Type: roof Beam Number=5 SPAN INFORMATION(ft): I-End (0.00,122.00) J-End (42.08,122.00) Slope (deg): 0.005 Joist Size(Optimum) = XXGSP Total Beam Length(ft) = 42.08 POINT LOADS (laps): Dist DLF R64L Red% Non.RLL StorLL Red% RoofLL Red% 6.012 2.16 2.40 45.5 0.00 0.00 0.0 0.00 0.0 6.429 1.77 1.97 45.5 0.00 0.00 0.0 0.00 0.0 12.024 2.16- 2.40 45.5 0.00 0.00 0.0 0.00 0.0 12.857 1.77 1.97 45.5 0.00 0.00 0.0 0.00 0.0 18.036 2.16, 2.40 45.5 0.00 0.00 0.0 0.00 0.0 19.286 1.77 1.97 45.5 0.00 0.00 0.0 0.00 0.0 24.048 2.16 2.40 45.5 0.00 0.00 0.0 0.00 0.0 25.714 1.77 1.97 45.5 0.00 0.00 0.0 0.00 0.0 30.060 2.16 2.40 45.5 0.00 0.00 0.0 0.00 0.0 32.143 1.77' 1.97 45.5 0.00 0.00 0.0 0.00 0.0 36.071 2.16 2.40 45.5 0.00 0.00 0.0 0.00 0.0 38.571 1.50 1.67 45.5 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): - Load Dist DL LL Red% Type 1 0.000 0.000 0.000 --- NonR 42.083 - 0.000 0.000 MOMENTS: Span Cond Moment @ - - --I__ , E LSIN,rE kip-ft ft _ -_ ''J� Center Max+ 222.8 193 �W%K %N f ' K � REACTIONS -VERTICAL (kips): i-- Left Right DL reaction _ 11.41 11.92 Max+LL reaction 6.90 ,7-.2 lv=�,,a Max+total reaction 18.32 19�14 �_ Joist Girder Selection RAM Steel v8.2 Page 2/3 RAM DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number= 1 SPAN INFORMATION(ft): I-End (42.08,122.00) J-End (83.92,122.00) Joist Size(Optimum) = XXG7N6.2K Total Beam Length(ft) ' = 41.83 POINT LOADS (kips): - Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 5.976 1.51- L68 45.1 0.00 0.00 0.0 0.00 0.0 5.976 2.15.. 2.39 45.1 0.00 0.00 0.0 0.00 0.0 11.952 1.65_ 1:83 45.1 0.00 0.00 0.0 0.00 0.0 11.952 2.15 239 45.1 0.00 0.00 0.0 0.00 0.0 17.929 1.65 1.83 45.1 0.00 0.00 0.0 0.00 0.0 17.929 2.15- 2.39 45.1 0.00 0.00- 0.0 0.00 0.0 23.905 1.65 1.83 45.1 0.00 0.00 0.0 0.00 0.0 23.905 2.15 2.39 45.1 0.00 0.00 0.0 0.00 0.0 29.881 1.65 1.83 45.1 0.00 0.00 0.0 0.00 -0.0 29.881 2.15 2.39 45.1 0.00 0.00 0.0 0.00 0.0 35.857 1.651-- 1.83 45.1 0.00 0.00- 0.0 0.00 0.0 35.857 2.15 2.39 45.1 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist - DL LL Red% Type . 1 0.000 0.000 0.000 --- NonR 41.833 0.000 0.000 Design Loads(lips) Dead: 3.8 Live: 2.32 Total: 6.11 I !ice % �� OE EL SE MOMENTS: l NO Span Cond Mpenftt ��1 �IV9I® Center Max+ 218.6 23.9 REACTIONS (kips): _ Left hit DL reaction 11.28 1 I: Max+LL reaction 6.88 6.94 Max+total reaction 18.15 Pn,�0 E M11, Joist Girder Selection RAM Steel v8.2 Page 3/3 RAM DataBase: le-mcgbldge 11/20/0411:02:42 Building Code: IBC Floor Type: roof Beam Number=4 SPAN INFORMATION(ft): I-End (83.92,122.00) J-End(122.67,122.00) Slope(deg): 0.006 Joist Size (Optimum) = XXG6N6.7K Total Beam Length(ft)' = 38.75 POINT LOADS (kips): Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.458 1.78 1.98 43.6 0.00 0.00 0.0 0.00 0.0 6.458 2.33 2.58 43.6 0.00 0.00 0.0 0.00 0.0 12.917 1.78 1.98 43.6 0.00 0.00 0.0 0.00 0.0 12.917 2.33- 2.58 43.6 0.00 0.00 - 0.0 0.00 0.0 19.375 1.78. L98 43.6 0.00 0.00 0.0 0.00 0.0 19.375 2.33 2.58 43.6 0.00 0.00 0.0 0.00 0.0 25.833 1.78 1:98 43.6 0.00 0.00 - 0.0 0.00 0.0 25.833 2.33- 2.58 43.6 0.00 0.00 0.0 0.00 0.0 32.292 1.78 1.98 43.6 0.00 0.00 0.0 0.00 0.0 32.292 2.33 2.58 43.6 0.00 0.00 0.0 0.00 0.0 LINE LOADS (k/ft): Load Dist - DL LL Red% Type 1 0.000 0:000 0.000 --- NonR 38.750 0.000 0.000 Design Loads (kips) Dead: 4.1 Live: 2.57 Total: 6.68 MOMENTS: Span Cond Moment @-,�� kip-ft ft` ` �_ au L�iF � � �J Center Max+ 194.0 19.4 V ;�� \�� , REACTIONS-VERTICAL (lops): Left Right = DL reaction 10.26 L0,26- Max+LL reaction 6.43 'ft.3 Max+total reaction 16.69 16.69- Gravity Beam Design RAM Steel v8.2 DataBaseAe-mcgbldge 11/20/0411:02:42 Building-Code: IBC Steel Code: ASD 9th Ed. Floor Type: roof Beam Number= 10 = SPAN INFORMATION(ft): I-End (0.00,152.58) J-End (45.00,152.58) Joist Size(Optimum) = XXGSP Total Beam Length (ft) = 45.00 POINT LOADS (kips): Dist DL- RedLL Red% NonRLL StorLL Red% RoofLL Red% 6.429 1.35_ 1.50 42.3 0.00 0.00 0.0 0.00 0.0 6.429 1.77 1.97 42.3 0.00 0.00 -0.0 0.00 0.0 12.857 1.35 1.50 42.3 0.00 0.00 0.0 0.00 0.0 12.857 1.77 1.97 42.3 0.00 0.00 0.0 0.00 0.0 19.286 1.35_ -1.50 42.3 0.00 0.00- 0.0 0.00 0.0 19.286 1.77' 1.97 42.3 0.00 0.00- - 0.0 0.00 0.0 25.714 1.35 1.50 42.3 0.00 0.00 0.0 0.00 0.0 25.714 1.77' 1.97 42.3 0.00 0.00 0.0 0.00 0.0 32.143 1.35 1.50 42.3 0.00 0.00 0.0 0.00 0.0 32.143 1.77 1.97 42.3 0.00 0.00 0.0 0.00 0.0 38.571 1.04 1.16 42.3 0.00 0.00 0.0 0.00 0.0 38.571 1.64 1.82 42.3 0.00 0.00 0.0 0.00 0.0 42.083 0.67 0.75 42.3 0.00 0.00 0.0 0.00 0.0 LINE LOADS(k/ft): - Load Dist DL LL Red% 'Type 1 0.000 0.000 0.000 --- NonR 45.000 0.000 0.000 MOMENTS: Span Cond Moment @ Center Max+ 196.8 19.3 FIX I` REACTIONS(kips): 9 Left Right DL reaction 9.34 9.61 .. z Max+LL reaction 5.99 >6� _ Max+total reaction 15.33 L :7 , IT APPRiuv RAM Frame VS.2 - Analysis Mode DataBas'e: le-mcgbldge 11/29/04 11:37:03 Ba4e Plan View E I i ❑ ❑ �j LAKE ELSR IORE BUILDING DIVISION cpcRMIT0 El co - C- 4 � � Column Load Summary RAM Steel v8.2 RAM DataBase: le-mcgbidge 11/29/0411:36:59 Building Code: IBC Steel Code: ASD 9th Ed. Units: kips Column Line 1 -B1 Level Col# Height Dead Self - +Live -Live MinTot MaxTot roof 7 28.16 0.0 0.0 0.0 0.0 0.0 0.0 Column Line 1 -F Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 20 25.00 9.3 0.0 6.0 0.0 9.3 15.4 Column Line 1 -G Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 10 24.70 0.0 0.0 0.0 0.0 0.0 0.0 Column Line 2-C> Level C_ol# Height Dead Self +Live -Live MinTot MaxTot roof 1 27.32 31.0 0.7 17.2 0.0 31.6 48.8 Column Line 2-D Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 2 26.47 30.6 0.6 17.0 0.0 31.2 48.2 Column Line 2-E- Level COW Height Dead Self +Live -Live MinTot MaxTot roof 3 25.64 27.2 0.6 14.8 0.0 27.8 42.6 Column Line 45.00ft- 151.58ft - Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 13 25.00 11.5 0.0 6.7 0.0 11.5 18.2 Column Line 45.00ft- 175.92ft Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 12 24.70 0.0 0.0 0.0 0.0 0.0 0.0 Column Load Summary RAM Steel v8.2 Page 2/3 RA DataBaseAe-mcgbldge 11/29/0411:36:59 A Building Code: IBC Steel Code: ASD 9th Ed. Column Line 54.00ft-0.00ft Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 14 28.16 3.9 0.4 3.1 0.0 4.3 7.5 Column Line 66.00ft- 152.58ft Level Col# - Height Dead Self -+Live -Live MinTot_ MaxTot roof 19 25.40 0.0 0.0 6.0 0.0 0.0 0.0 Column Line 67.00ft--0.00ft Level Col# Height Dead -Self +Live -Live MinTot MaxTot roof 15 28.16 6.3 0.4 4.2 0.0 6.7 10.8 Column Line 3 - C Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 4 27.32 29.7 0.7 16.5 0.0 30.4 46.9 Column Line 3-D Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 5 26.47 29.4 0.6 16.3 0.0 30.0 46.3 Column Line 3 -E Level ;Col# Height Dead Self +Live -Live MinTot MaxTot roof 6 - 25.64 25.6 }=;0.6 � 4.�� 0.0 26.1 40.3 1 E ELSINORE Column Line 3 -l` U G DIVISION Level Col# Height Dead Self +Live -Live MinTot MaxTot roof 17 25.00 1.7 0.0 1.9 0.0 3.6 ERM1 T # Column Line 84.00ft--0.00ft Level --Col# Height Dead Self +hive - oTot roof 16 28.16 4.9 0.4AWIT-rix i.a5.2 8.8 Column Line 103.29ft- 152.58ft C3 ' AN & ASSOCIATES TeL(626)448-8182 Jos Na muting Structural Bnglnem Fax:(626)449-SM By DATE 942D Telstar Ave-Suits 118.M Monte.CA 91731 Sa OR All —.t CA, HT z W ,/ K L4 4-1 x �Z- e- t t 4 - .FT K ELF kO!L-Aj ILLYMG DIVISION 3 T L�a V Tttie: BLDG E CONC PANEL Job# > Dsgnc _ Date: 3.36PM, 30 NOV 04 Description Scope Raw U10M t CAALC$a gs Steel Column 2430712ecw,ceaeaUons Description BLDG E General Information- Code Ref.RISC 9th ASD, 1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS6X6X5l16 Fy 46.00 ksi X-X Sidesway: Restrained - Duration Factor 1.330 Y-Y Sidesway.. Restrained Column Height 23.800 It Elastic Modulus 29.000.00 ksi End Fbdty Pin-Pin- X-X Unbraced 23.800 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 23.800 ft Kyy 1.000 Loads Axial Load... Dead Load 31.00 k Ecc.for X-X Axis Moments 0 000 in Live Load 28.00 k Ecc,for Y-_Y Axis Moments 0.000 in Short Term Load k Summary Column Design-OK Section:TS6X6X5/16, Height= 23.80ft,Axial Loads: DL= 31.00, LL= 28.00, ST= 0.00k, Ecc.= 0.000ln Unbraced Lengths: X-X= 23.80ft, Y-Y= 23.80ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula 111-1 0.4665 0.4213 0.8878 0.6675 AISC Formula H1-2 0.1637 0.1479 0.3116 0.2343 AISC Formula HI-3 M Axis:Fa calc'd per Eq.E2-2,K*Ur>Cc YY Axis: a talc'd Per-EQ.E2-2 ' r>Cc Stresses Allowable&Actual Stresses Dead Live - DL+LL DL+Short Fa:Allowable' 9.69 ksi 9.69 ksi 9.69 ksi 12.88 ksi fa:Actual 4.52 ksi 4.08 ksi 8.60 ksi 8.60 ksi Fb=:Allow[FS-6) 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi Fb=:Allow[Ft-7)&[F1-8) 30.36 ksi 30.36 ksi 30.36 ksi 40.38 ksi fb:xx Actual 0.00 ksl� tI 0v� K ksi LS IPof Fbyy:Allow[Fi 6) 30.36 ksi 30.36 ksi 30.36 ksi 0. 8 si ie_-. 0.36 ksi I �� Allowr Actual �1$, 30.00 ksi 9 `e7 .00Tcsi! V ` 0'00 ksi' Analysis Values- - = Fex:DL+LL _ 9,688 psi C 0.60 Cb:x DL+LL -::. 1.00 Fey:DL+LL 9,688 psi Cr�ry V60-Cb-rDL=*t-t+S`r-1!0(- Cb:y DL+LL 1.00 Fex:DL+LL+ST 12,885 psi Cm:x + L+ Fey:DL+LL+ST 12.885 psi Cmy DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection 0.000 in at 0.000 It Max Y-Y Axis Deflection 0.000 in at 0.000 It AIP Po" ROVED , Tide: BLDG E CONC PANEL Job# Dsgnr._ Date: 3:36PM, 30 NOV 04 Description: Scope: Rfw. oso .versa0.14)00- 63 Steel Column Page 2 xw oss3 (c)19e3.MM ENERMC& nae ft Sdh"" 24M712 ecv.Calcvlatlons Description BLDG E Section Properties TS6X6X5H6 Depth 6.000 in Weight 23.30#Jff Values for LRFD Design.... Thickness 0.313 in box 36.300 in4 J 58.900 in4 Width 6.000 in l yy 36.300 in4 0.00 Sxx 12.100 in3 Zx 14.400 in3 Area = 6.86 in2 - Syy 12.100 i-n3 Zy 14.400 in3 Rt 3.000 in Rxx 2.300 in 0.000 Ryy 2.300 in Section Type=TS-Square T � E ELSII�C�RE BUILDING ®IVISIO PERMITS = P v D _ G Axial DL=31.00k Axial LL=28.00k Axial ST=0.00k Y X X 23.80 ft Y e%F t� uj LAKE ELSINORE BUILDING DIVISION PERMIT APPR G �} Title: BLDG E CONC PANEL Job# Dsgnr: Date: 3:36PM, 30 NOV 04 Description Scope: 5800°tcwD-0sooss�,Vers,aa t-o�20M Steel Column _ Page 1 (c)1983.=EKMCALC Erg�tn0 Sdhrare 24W712 ecwCalculatione Description BLDG E- General Information Code Ref:AISC 9th ASD,1997 UBC,2003 IBC,2003 NFPA 5000 Steel Section TS6X6X6H6 Fy 46.00 ksi X-X Sidesway: Restrained Duration Factor 1.330 Y-Y Sidesway: Restrained Column Height 23.800 ft Elastic Modulus 29,000.00 ksi End Fodty Pin-Pin X-X Unbraced 23.800 ft Kxx 1.000 Live&Short Term Loads Combined Y-Y Unbraced 23.800 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc.for X-X Axis Moments 7.500 in Live load k Ecc.for Y-Y Axis Moments 0.000 in Short Tenn Load 31.00 k Summary Column Design OK Section:TS6X6X5N6, Height= 23.80ft,Axial Loads: DL= 0.00, LL- 0.00, ST= 31.00k, Ecc.= 7.500in Unbraced Lengths: X-X= 23.80ft, Y-Y= 23.80ft Combined Stress Ratios Dead Live DL+LL DL+ST+(LL if Chosen) AISC Formula H1-1 0.7905 AISC Formula H1-2 0.5990 AISC Formula H1-3 XX Axis:Fa calc'd per Eq.E2-2,K*Ur>Cc Axis:YY Fa calc'd per E .E2-2 K r>Cc Stresses Allowable&Actual Stresses Dead Live - - DL+LL DL+Short Fa:Allowable 9.69 ksi 0.00 ksi 9.69 ksi 12.88 ksi fa:Actual 0.00 ksi 0.00 ksi 0.00 ksi 4.52 ksi Fbxx:Allow[F1-6] 30.36 ksi 0.00 ksi 30.36 ksi 40.38 ksi Fbxx:Allow[F1-7]&(F1-8) 30.36 ksi -0.00 ksi 30.36 ksi 40.38 ksi fb:xx Actual 0.00 ksi 0.00 ksi �00..00 k . 0�69.21 ksi Fb:yy:A[tow[Fi�J 30.36 ksi 0.00 lsi 3 � 1146�40.38 ksi Fb:yy:Altaw[171-71&[F1-81 30.36 ksi SOD si30.36 ts1i 40.38 ksi �fb:yy Actual 0.00 ksi '1 --0.00 ksi 0.00 ksi Analysis Values Pex:DL+LL 9,688 psi Cmx-DL+LL' 0.60 Cb:x DL+LL 1.00 Fey:DL+LL 9,688 psi Cm y DL+LL 0.60 Cb:y DL+LL �f1.00 Pex:DL+LL+ST 12,885 psi Cm:x DL+LL+ST 0.60 Cb x Dt.+L-t*ST 1.00 Fey:DL+LL+ST 12,885 psi Cm:y DL+LL++ST-1L 0.60 �C6:y DL+LL+ST 1.00 A Max X-X Axis Deflection 4 A 56 in at J 3 A � i�Aax�AxWOe-flececti`on 0.000 in at .000 ft �r Title: BLDG E CONC PANEL Job# Dsgnr. Date: 3:36PM, 30 NOV 04 D"viptlon Scope: Uw. -0600M Ver5.8.0,1-0eo-2003 Steel Column Page 2 (01983.2003 EXERCALC E rg Sdhvwe 2430712 ecwCalculatlons Description BLDG E . Section Properties TS6XSXS/16 Depth 6.000 in Weight 23.30#fft Values for LRFD Design.... Thickness 0.313 in bo( 36.300 in4 J 58.900 in4 Width 6.000 in tyy 36.300 in4 0.00 Sxx 12.100 in3 Zx 14.400 in3 Area 6.86 in2 Syy 12.100 in3 Zy 14.400 in3 Rt 3.000 in Rxx 2.300 in 0.000 Ryy 2.300 in Section Type=TS-Square �4 Iwo CIO Axial OL=0.00k Axial LL=0.00k Axial ST=31.00k 7.50 in y X X 23.80 ft y r%E. ` tl n ji L do i f 1 i 1� F vi JF= I Y � YY ♦ ! 8666"9GtA9�! �g a,�� a�rtaays w Man .rdtv,li@ J MOM" 31W! O 3 g • -I MOSAV HIEMMY3 9 3rWMV T#lUM'AMS a { GJ o 33Vld13)1~3tiONIS13 3Hti1 41 to i 1 , 1 t 1 1 v 1 , 1 , 4 1 1 , , } i ► 9•' , Cl 1 1 1 1 9 to — 1 e. I • }- , 1 1 ' i - t-_-_-1 to to L N ll)vi7, 1 1 ; 1 1 1 1 t I , ` I Ill I 1 1 , 1 1 I 1 1 1 I , 1 1 , 1 1 �a+► � J ' Tel:(626)0"182 Jos No.74-307, JNF k ASSOCIATES Fay(626)448- M conadmv Struawm Ip-aSln�re mn . aee 9v DATE 9M TetMr km-. Suite 118.E1 MontS CA 91731 $K OF_,. o G TIG - WAIL Kivu' P51w)� T N 1,3 CA,= 113x4-ff FF hr- r o.4b = o, 76 z6 WV -WIYP 7 S m/n Ir . � �- i ° loot wr F7 p Ave Z r gyp- �f3 rX)W, Wf 470010, TP-L(626)44"l82 Joe NM ANF & ASSOCIATES Far(626)4494M Consulting Structural Engineers E4=1-rm1688@pcbcama By DATE 9420 Telstar Ave., Suite 118,El Monte,CA 91731 SK OR 407, v( a - M aLs _ - D - 1 Ak Z D . f z 3 zg i - - - - ;, o 10 3 f ANF&ASSOCIATES Title: Job# CONSULTING STRUCTURAL ENGINEERS Dsgnr. Date: 12:35PM, 9 FEB 05 9420 TELSTAR AVE SUITE 118- Description EL MONTE CA 91731 Scope 626-048-8182 pzr Sam - Tilt-Up Wall Panel Design Page 1 c i�-aoai E sVXAc sores Description BLDG E 4C General information Code Ref ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 24.750 ft fc 4,000.0 psi Seismic Zone 4 Parapet Height 4.750 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 7.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size _ 6 Width 12.000 in Bar Spacing 10.000 in Wall Seismic Factor 0.4150 Bar Depth 3.250 in Parapet Seismic Factor 1.3620 Min Defl.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pd Using:UBC Sec.1914.8 method...Deflections are Iterated = Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load _ 25.000 psf Uniform DL 1,930.00 Wit Point Load lbs Uniform LL 1,720.00#/ft he' ht ft ...eccentricity 6.500 in ...bad type Seismic Concentric DL Ibs Lateral Load #fft Concentric LL Ibs ...distance to top ft ...distance to bot ft Seismic"I"Magnifier 1 000 ...bad type: Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Dell vdo P-Defta 1.152 0.209 in 0.194 0.172 in Basic M w/o P-Delta 45,504.0 33,883.6 in-# 32,502.9 27,770.8 in-# Moment Excess of Mci 31,470.4 0.0 in-# 00 0 0 in-# Max.P4)elta Deflection 4.452 0.214 in 0.198 0.176 in Max P4:)etta Moment 67,046.0 34,669.7 in-# 33,189.7 28,378.7 in-# Maximum Allow Vertical Bar Spacing 18.000 in - Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary _ Wall Design OK 24.75ft clear height,4.75ft parapet, 7.50in hick with#6 bars at 10.00in on center, d= 3.25in,fc=4,000.Opsi, Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs ��bb Service-Load Deflep'o -- r,`= is ad Maximum Iterated Moment:Mu 67,Od6.03 i� �ax m&n Iteiate efled o it '61, E Moment Capacity 92,110A in-# flection t irrnt 1.98 in Mn`Phi:Moment Capacity B UILI } @9 8 ) Applied: Mu Mid-Span 67,046.03 m-# 34,659.71 in-# Apples: Mu Top of Wa11 56,608.29 in-# 17,487.32 in-# Max Iterated Service Load Defection - 0.20 in 0.18 in Actual Deflection Ratio 1,503 :1 1,690 : 1 Actual Reinforcing Percentage 01U1__ — 0.017-_1 UBC Allow.As =0.6`RhoBat Actual Axial Stress:(Pw+Po)/Ag 38.69 psi 38.69 psi Allowable Axial Stress=0.04`fc 160.00 psi 160.00 psi Air P R" 0 V ANF&ASSOCIATES Title: Job# CONSULTING STRUCTURAL ENGINEERS Dsgnr. Date: 12:35PM, 9 FEB 05 9420 TELSTAR AVE- SUITE 118 Description EL MONTE CA 91731 Scope 626-448.8182 ON 1 WM Tilt-Up Wall Panel Design Page 2 Description BLDG E 4C Analysis Data E 3,604,996.5 psi Sgross 112.500 in3 n=Es/Ec- 8.04 Mcr=S Fr 35,575.6 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht/Thk Ratio 39.60 Rho:Bar Reinf Pct 00285 Values for Mn Calculation... Seismic Wind As:eff=(Pu:tot+AsFyjfFy 0.609 in 0.589 in a:(AsFy+Pu)/(.85 fc b) - 0.896 in 0.866 in c=a/.85 1.054 in 1.019 in (gross 421.875 in4 421.88 in4 [cracked 28.32 in4 27.81 in4 t-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-an)-Pu(WaliThk/2-Bar Depth) 102,427.29 in-# 97,712.22 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wail Weight 90.625 psf Applied Axial Load .2,702 00 2,026.50#tft Wall Wt'Wag Seismic Factor 37.609 psf Lateral Wall Weight 2,172.73 1,629.55#/ft Wall Wt'Parapet Seismic Factor 123.431 psf Total Lateral Loads 4,874.73 3,656.05#/ft Service Applied Axial Load 1,930.00 #M Service Wt Q Max Mom 1,551.95 #/ft Total Service Axial Loads 3,481.95 #/ft ACI Factors (per ACI 318-02,applied internally to entered t)ads) ACI C-1 8 C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 8 C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"l"0.9"Factor for Seismic 0.900 ACI C-1 8 C-2 ST 1.700 ACI C3 Short Tenn Factor 1.300 ....seismic=ST`: 1.100 Design Method: I UBC 1914.0 a/Iterated Deflections 123.43 psf 25.00 psi . 4.75 R 123.43-psf► 37.60 psf 25.00 p if► 25.00 ► ► ► S ► i i 24.75 It y { -► Efl.Width = 12.01n ► � ��Factor = 0.415 4 0 —► - Seismic Zone = 4 LS ► - ► i�S ON Fy= 60000.psi f c = 4000.psi 37.6q-pace 25.00 wfa ► 1-,-► Using:#6 @ 10.00in Seismic Load Wind Load _ Thick = 7.50in ' Design Method: 1997 UBC 1914.0 wl Iterated Deflections 123.43 psf 25.00 psf E Y _ 4.75 ft 123.43-psf- 37.60 psf 25:psf- 25.00 _ s fie--► i i -p-i i i . r i r i 24.75 ft - t ii e ;-i t t; LAKE L I RE Eff.Width = 12.01n i A ION Seismic Factor = 0.415 Seismic Zone = 4 —r ► Fy = 60000.psi PE� � f c= 4000.psi Using:#6® 10.00in Selsmic Load Wind Load Thick = 7.50in APPROVED AjqF & ASS04CIATES Td:(626)448-8192SM 449 626 Fax:( ) - 7 e� Jos Na T/[�f�tA asnttlna Sttuciural EnafQezis By 1 Dire 9420 TcbW Ave.Snipe 118,®Monte,CA 91731 SK OR COYCU POA&ft F Z5�1 ZZ L�,S 27Z SO sso e) t EDS, NG DIVISON '7 P30Z�/UTA • 8r C 01, W ED - _ t T109: BLDG E CONC PANEL Job# Dsgnr. Date: 2.07PM, 30 NOV 04 • Description Scope-: tc User �ca0 v ire Tilt-Up Wall Pane! Design 2430712.eCalcueations Description BLDG E WALL COL TOTAL 10 FT WIDE(1C) General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 24.750 ft f c 4,000.0 psi Seismic Zone 4 Parapet Height 4.750 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size = 6 Width 12.ODO in Bar Spacing 12.250 in Wall Seismic Factor 04800 Bar Depth - 3.250 in Parapet Seismic Factor 1.5500 Min Dell.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pcf Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 1,548.00#Ift Point Load lbs Uniform LL 1,376.00#/ft ..her"ght ft •--eccentricity 6.500 in ...bad type - Seismic _.Concentric DL ibs Lateral Load #/ft Concentric LL Ibs ...distance to top ft ...distance to bat It Seismic"I"Magnifier 1.000 ...load type Seismic Wind"1"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Wall Analysis For Factored Load-Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Deli w/o P-Detta 2.102 0.299 in 0.286 0 212 in Basic M w/o P-De➢a 44,105.7 27,121.6 in-# 31,504.1 22,230.8 in-# Momerrt Excess of Mcr 42,603.1 2,057.7 in-# 9,393.1 0.0 in-# Max P-Detta Deflection 6.257 0.562 in 1.605 0.217 in Max P-Detta Moment 69,324.4 28,779.0 in-# 36,114.4 22,855.4 in-# Maximum Altary Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000`in Summary Wail Design OK 24.75ft dear height, 4.75ft parapet, 6.50in thick with#6 bars at 12.25in on center, d= 3.25in, fc=4,000.Opsi, Using: UBC Sec: 1914._8 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs Service Load Deflection ^ �}Seis Qa �wrems Maximum Iterated Moment:Mu 69.324.39 in-# Maximums Iterated Defleei:Q 1'n t! 1�gW in Moment Capacity 77.623.06 1" r _ j. Deflection_Limitr—� B 1980 in �wr Mn"Phi:Moment Capacity n s 7Z 62306ifi � 7�31�11 in-# Applied: Mu M -Span ;_ '69,324 39 in } 28,778.99 in# Applied. Mu @ 'od Top of Wan t49 681.08 in-# 14,017.16 in-# Max iterated Service Load Deflection 1.60 in 0.22 in Actual Deftection Ratio V 185 : 1 1,366 :1 UBCAllow.a1RefnfAs%ng Qe6 Rh�oBai 0.0111 0.0111�,a 0.0171 0.017� Actual Axial Stress:(Pw+Po)/Ag #s 37.09_si_� 37.09 psi Allowable Axial Stress=0.04'fc -_d6"D psi 160.00 psi - _ Y _ �- Title: BLDG E CONC PANEL Job# `+ Dsgnr: Date: 2,07PM, 30 NOV 04 Description Scope: Ver&&O. 140eo2= Tilt-UpWall Panel Design Page 2 (c)1893.2=EW-RCALC En*miM SoMare' 2430712.acw.Calculations Descrlptlon BLDG E WALL COL TOTAL 10 FT WIDE(113) Analysls Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht I Thk Ratio 45.69 Rho:Bar Reinf Pct 0.0285 Values for-Mn Calculation... Seismic Wind As:eff=(Pu:tot+AsFyj/Fy 0.499 in 0.482 in a:(AsFy+Puy(.85 fc b) 0.733 in 0.708 in c=a/.85 0.862 in 0.833 in lgross 274.625 in4 274.63 in4 Icracked - 25.43 in4 24.94 1n4 I-eff(ACI methods only) 0.00 in4 0.00 In4 Phi:CapacityReducdon 0.900 0.900 Mn=As:eff Fy(d-a/2) 86,247.84 in-# 83,686.79 in-# Addltlonal Values Loads used for analysis Factored Loads g Weight _ 78. 42 psf Seismic Wind Wall Wall We Wall Seismic Factor .500 psf Applied Axial Load 2,167.20 1,625.40#/ft Wag Wt'Parapet Seismic Factor 121.740 psf Lateral Watt Weight 1,050.24 f,037.68#Ift Service Applied Axial Load 1.548.00 #/ft Total Lateral Loads 4,050.24 3,037.68#/ft Service Wt @ Max Mom 1.345.03 #M Total Service Axial Loads 2,893.03 #/ft ACI Factors (per ACI 318-02.applied internally to entered loads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1 400 ACI C-1&C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0 900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST 1.100 y 'J` 11111 w Design Method:1997 UBC 1914.0 w/Iterated Deflections 121.73 psf 20.00 psf 475ft 121. 37.69 psf 20. l—� 20.00 f 24 75 It EffWidth=12.01n 2z4�Noaiator=0.480 Seismic Zone=4 vF - - Fy=60000 psi Pc=4000 psi 37. 20• - +`� Using:#6 @ 12.25in Seismic load Wind load Thick=6.50in -jv _.�'� Tide: BLDG E_ CONC PANEL Job# Dsgnr. Date: 2.08PM, 30 NOV 04 ' Description: Scope �c� veLC&o z Tilt-Up Wall Panel Design 2430712ecw�Calcueatrons Description BLDG E WALL COL TOTAL 10 FT WIDE(1D)- General Information Code-Ref.ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 23.830 ft Pc 4,000.0 psi Seismic Zone 4 Parapet Height- 5.670 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size - 6 Width 12.000 in - Bar Spacing 14.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 In Parapet Seismic Factor 1.5500 Min Defl.Ratio 150.0 LL&ST Not Combined Concrete Weight- 145.00 pcf Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 1,530.00#/ft Point Load lbs Uniform LL 1,360.00#/ft ...height ft ...eccentricity- 6.500 in ...bad type Seismic Concentric DL lbs Lateral Load #/ft Concentric LL lbs ...distance to top ft ...distance to bof ft Seismic Y Magnifier 1.000 Wi...load type Seismic nd"i"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered toads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis - For Factored Load Stresses For Service Load Deflections, Seismic Wind Seismic Wind Basic Deft w/o P-Delta 1.147 0.215 in 0.207 0.178 in Basic M w/o P-Detta - 35.971.5 24,564.6 in-# 25,693.9 20,214 1-in-# Moment Excess of Mcr 24.662.6 0.0 in-# 00 0.0 in-# Max P-Delta Deflection 3.828 0.221 in 0.212 0.183 in Max P-Delta Moment 51,383.9 25,235.9 in-# 26,3008 20,742.0 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow-Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18 000 in Summary Wall Design OK 23.83ft clear height, 5.67ft parapet, 6.50in thick With#6 bars at 14.00in on center, d= 3.25in, Pc=4,000.Opsi, Using: UBC Sec.-1914.8 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs Service Load Deflection :Seismic Load(igxems Maximum Iterated Moment:Mu 51,383.87 in-# Maximum Iterated Defleclion 2 in Moment Capacity - 70,244.53 in-# Deflection-imiti_1 1� �4�8°in 'Seisriiic. t=, Wind, 70,244.53 in-# �647 t98 in Mn'Phi:Moment Capacity _ _ t Sfi383.87in K Applied: Mu Mid-Span ;_ - s �23 87 in# Applied: Mu Top of Wall. :F;E- 9;tT4 min 15,361.02 in-# Max Iterated Service Load Deflection = i 0.21 in 0.18 in Actual Deflection Ratio 1,351 : 1 1,566 :1 Actual Reinforcing Percentage 0.0097 0.0097 UBC Allow.As%=0.6`RhoBal 0.0171 0.0171 Actual Axial Stress:(Pw+Po j/Ag 37.32 psi 37-3-2 si Allowable Axial Stress=0.04`fc 160,9.04)si 160.00 psi Title: BLDG E CONC PANEL Job# Dsgnr: Date: 2:08PM, 30 NOV 04 Description Scope: u� ti.oeoo�versao.I�2oa3 Tilt-Up Wall Panel Design zaao„� Page a„2S c»9sssoai EKxcALc&QkMert,e saft,h.-ae Description BLDG E WALL COL TOTAL 10 FT WIDE(1D) Analysis Data E _ 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for"rt(fc) 5.000 -Fr= 316.23 psi Ht/Thk Ratio 43.99 Rho:Bar Reinf Pet 00285 Values for Mn Calculation... Seismic Wind As:eff=[PuYot+AsFyyFy 0.445 in 0.428 in a:(AsFy+Pu)/(.85 fc b) 0.655 in 0 630 in c=a/.85 0.770 in 0.741 in Igross 274.625 in4 274.63 in4 Icracked 23.85 1n4 23.31 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 - 0.900 Mn=As:eff Fy(d-a/2) 78,049.47 in-# 76,392.20 in-# Additional Values Loads used for analysis factored Loads Seismic Wind Wall Weight 78.542 psf Wail Wt'Wall Seismic Factor 37.700 psf Applied Axial Load 1, 33.62 1,450.21 #/ft Wall Wt'Parapet Seismic Factor 121.740 psf Lateral LateWallral Weight 1,075.62 1,056.71 #/ft Serves Applied Axial Load 1,530.00 #/fit Total Lateral Loads 4,075.62 3,056.71 #/ft Service Wt @ Max Mom 1,381.16 #/ft Total Service Axial Loads 2,911.15 #/it ACI Factors (per ACI 318-02,applied internally to entered loads) ACI CA &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1 4"Factor for Seismic 1 400 ACI C-1&C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Tenn Factor 1.300 ....seismic=ST': 1.100 1� EEL W T Design Method:1997 UBC 1914.0 w/Iterated Deflections 121.73 psf 20.00 psf 5.67 ft 121.7 37.69 psf 20. 20.00 f 2383ft Eff Width=12 Om as =_ eismic Favor=0,480 DR Seismic Zone=4 ION Fy=60000psi fc=4000 psi 37. 20. 4 Using #6 @ 14 OOin Seismic l Wind toad Thick=6.50m • Title: BLDG E CONC PANEL Job# Dsgnr. Date: 2:10PM, 30 NOV 04 Description Scope: RW.. 580000 Page 1 ) Ver,� CALC& Tilt-Up Wall Panel Design 24M712ecwCeiculations Description BLDG E WALL COL TOTAL 10 FT WIDE(1 E) General Information-- Code Ref:Act 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 23.000 ft Pc 4,000.0 psi Seismic Zone 4 Parapet Height 6.500 It Fy 60,000.0 psi Min Vert Steel% 00020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size 6 Width 12.000 in Bar Spacing 14.000 in Wail Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Dell.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pct Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 1,341.00#/it Point Load fbs Uniform LL 1,192.00#/ft ...height ft ...eccentricity 6.500 in ...load type Seismic Concentric DL Ibs Lateral Load #/{t Concentric LL Ibs ...distance to top It ...distance to bot ft Seismic"I°Magnifier 1.000 ...load type Seismic Wind'I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered toads to ultimate loads within M program is according to AC131"2 C.2 Wail Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Dell w/o P-Delta 0.274 0.175 in 0.135 0.145 in Basic M w/o P-Detta 27,804.8 21,599.7 in-# 19,860.6 17,740.8 in-# Moment Excess of Mcr - 3,573.E 0.0 in-# 0.0 0.0 in-#- Max P-Delta Deflection 0.674 0.179 in 0.137 .0.148 in Max P-Defta Moment 30,294.8 22,116.9 in# 20,223.4 18,147.5 in-# - Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd.WIND 18 000 in Summary Wall Design OK 23.0011 clear height,6.50ft parapet, 6.50in thick With#6 bars at 14.00in on center, d= 3.25in, fc=4,000.Opsi, Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bending- :Seismic Load Governs Service Load Deflection Wind Load Governs Maximum iterated Moment:Mu 30.294.82 in-# Maximum Iterated Deflection 0.148 in Moment Capacity 69.732.50 in-# Deflection Limit 1.840 in Seismic Wind Mn•Phi.Moment Capacfty 69,732.50 in-# 67,465.37 in-# Applied: Mu Mid-Span 30,294.82 in-# 22,116.86 in-# Applied: Mu Top of Wail 66,255.67 ink 15,616.57 in-# Max Iterated Service Load Deflection 0.14 in 0.15 in Actual Deflection Ratio 2,011 :1 1,865 :1 Actual Reinforcing Percentage 0.0007 0.0097 UBC Allow.As%=0.6'RhoBal 0.0171 0.0171 Actual Axial Stress:(Pw+Po)/Ag 35.32 psi 35.32 psi Allowable Axial Stress=0.04•f e 160.00 psi 160.00 psi i Tltfe: BLDG E CONC PANEL Job# • Dsgnr. Date: 2:10PM, 30 NOV 04 • Description: Scope: Use .Var&&A1-�� Tilt-Up Wall Panel Design Page 2 c), ,�R�C s P2430712 wwCalculations Description BLDG E WALL COL TOTAL 10 FT WIDE(1E) Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht/Thk Ratio 42.46 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:efi=(Pu:tot+AsFyj/Fy 0.441 in 0.425 in a:(AsFy+Puy(.85 fc b) 0.649 in 0.626 in c=a/.85 0.764 in 0.736 in Igross 274.625 in4 274.63 in4 Icracked 23.73 in4 23 22 in4 i-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 77,480.56 in-# 74,961.52 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wag Weight 78.542 psf Wag Wl'Wag Seismic Factor 37.700 psf Applied Axial Load 1,877.40 1,408.05#/ft Wag Wt'Parapet Seismic Factor 121.740 psf Lateral Wall Weight 1,979.25 1,484 44#/ft Service Applied Axial Load' 1,341.00 #/ft Total Lateral-Loads 3,856.65 2,892.49#/ft Service WI @ Max Mom 1,413.75 #/ft Total Service Axial Loads 2.754.75 #Jft ACI Factors WrAGI 318-02,applied intemaly to entered loads) ACI C-1&C-2 DL - 1.400 ACI C-2 Group Factor 0.750 Add"1"1.4"Factor for Seismic 1 400 'ACI C-1&C-2 LL _. 1.700 ACI C3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0 900 ACI CA&C-2 ST 1,700 ACI C-3 Short Tenn Factor 1.300 ....seismic=ST': 1.100 Ui L ;tk 'K LELSWuK UVISI` 3 Design Method:1997 UBC 1914.0 w/Iterates!Deflections 121.73 psf 20.00 psf 650ft 4 121.T 37.69 psf 20. 20.00 if 23.00 ft Eff.Width=12.Oin Seismic Factor=0 480 Seismic Zone=4 Fy=60000.psi f'c=4000 psi 37.4 20. I� Using #6 @ 14.001n Seismic Load Wind Load Thick=6.50in 1 Title: BLDG E CONC PANEL Job# Dsgnr. - Date: 2.11 PM, 30 NOV 04 Description Scope: t cai"gcaa1-046,-MM Tilt-Up Wail Panel Design 2430712ecwPCelgeueatlo na Description BLDG E WALL COL TOTAL 10 FT WIDE(1 F) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 22.500 ft Pc 4,000.0 psi Seismic Zone 4 Parapet Height 7.0W ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size 6 Width - 12.000 in Bar Spacing 14.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1 5500 Min Defl.Ratio 150.0 LL&ST Not Combined Concrete Weight -145.00 pcf Using:UBC Sec. 1914.8 method...Deflections are Iterated - Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load = 20.000 psf Uniform DL 1.020.00#/ft Point Load ibs Uniform LL 907.00#tft her'rgght ft ...eccentricity 6.500 in .dad type Seismic Concentric DL Ibs Lateral Load #/ft Concentric LL ibs ...distance to top ft ...distance to bot ft Seismic"i"Magnifier 1.000 toad type Seismic Wind'I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate toads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Deft w/o P-Delta - 0.125 0.146 in 0.089 0.120 in Basic M w/o P-Det a 22,257.3 19,096.3 in-# 15.898.1 15,562.5 in-# Moment Excess of Ma - 0.0 0.0 in-# 0.0 0 0 in-# Max.P-Delta Deflection 0.127 0.149 in 0.090 0.122 in Max P-Delta Moment 22,667.7 19,479.7 in-# 16,106.4 15,862.1 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 22.50ft Gear height, 7.00ft parapet, 6.50in thick with#6 bars at 14.00in•on center, d= 3.25in, fc=4,000.Opsi, Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs Service Load Deflection :Wind Load Governs Maximum Iterated Moment:Mu 22.667.67 in-# Maximum Iterated Deflection 0.122 in Moment Capacity - 68,742.95 in-# Deflection Limit 1.800 in Seismic Wind Mn'Phi:Moment Capacity 68.742.95 in-# 66,716.84 in-# Applied- Mu @ Mid-Span 22,667.67 in-# 19,479.73 in-# Applied: Mu @-Top of Wall 67,643.71 in-# 14,458.49 in-# Max Iterated Service Load Deflection 0.09 in 0.12 in Actual Deflection Ratio 2,997 :1 2,210 : 1 Actual Reinforcing Percentage 0.0097 0.0097 UBC Allow.As%=0.6 t RhoBal 0.0171 0.0171 Actual Axial Stress:(Pw+Po j I Ag 31.45 psi 31.45 psi Allowable Axial Stress=0.04'fc 160.00 psi- 160.00 psi i Tittle: BLDG E CONC PANEL Job# V; Dsgnn Date: 2:11 PM, 30 NOV 04 Descr)ption: Scope: �,, CEnQhew p rare Tilt-Up Wall Panel Design z430712.ecwCe�,icn9 Description BLDG E WALL COL TOTAL 10 FT WIDE(1 F) Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mor=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(Pc) 5.000 Fr= 316.23 psi Ht/Thk Ratio 41.54 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff=[Pu:tot+AsFyyFy 0.434 in 0.420 in a.(AsFy+Pu)/(.85 fc b) 0.639 in 0.618 in c=a 1.85 0.752 in 0.727 in tgross 274.625 in4 274.63 in4 Icracked 23.51 in4 23.05 in4 t-eff(ACI methods only) _ 0.00 in4 0.00 in4 Phi:Capacity Reduction -0.900 0 900 Mn=As:eff Fy(d-a)2) _ 76,381.05 in-# 74,129.82 in-# Additional Values Loads used for analysts Factored Loads Seismic Wind Wag Weight 78.542 psf Applied A:dal Load 1,428.00 1,071.00#/ft Wall Wt'Wall Seismic Factor 37.700 psf Lateral Wag Weight 2,006.74 1,505.05#/ft Wall Wt'Parapet Seismic Factor 121.740 psf Total Lateral Loads 3,43474 2,576.05#/ft Service Applied Axtal toad 1.020.00 #/R Service WI Q Max Mom 1.433.39 #I t Total Service Axial Loads = 2,453.38 #fft ACI Factors (per ACI 318-02,applied intemalfy to entered toads) ACI C-1 8,C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1 4"Factor for Seismic 1.400 ACI C-1 8 C-2 LL 1-700 ACI C-3 Dead Load Factor 0.900 Add"("0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 r E ELSII `r LAORE I -.-I.AN DI'VISION PER -- ' A up"' Po'R 0 V E D i _• tee. Design Method:1997 UBC 1914.0 wf Iterated Deflections 121-73 psf 20.00 psi 700ft 121.7 37.69 psf 20.0Q�t 20.00 f 22 50 it 3 i Eff W,d =12 Oin l' SlN c =0.480 U L i _ N I S I O i a'Seism,c Zone=4 j Fy=60000.psi �� n 'Pc=4000.psi 37.Tt PER� To Using #6 @ 14-00in Seisrnic Load Wind Load T .- Thick=6 50m APPROVE® Title: BLDG E CONC PANEL Job# Dsgnr: Date: 2:12PM, 30 NOV 04 ' Description: Scope ver5,aa 1.�20M Tilt-Up Wall Panel Design Page 1 (c)19B32=ENERMC Ergtnearhg S�-ffie P2430712 ecwCalculations Description BLDG E WALL COL TOTAL 10 FT WIDE(4C) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 24.750 ft Pc 4,000.0 psi Seismic Zone 4 Parapet Height = 4.750 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size 6 Width 12.000 in Bar Spacing 13.500 in Wall Seismic Factor 04800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Defl.Ratio 150.0 LL 8 ST Not Combined Concrete Weight 145.00 pct Using:UBC Sea 1914.8 method...Deflections are iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 1,440.00#/ft Point Load Ibs Uniform LL 1,280.00 Wit height ft ...eccentricity 6.500 in ...bad type Seismic Concentric DL lbs _ Lateral Load Concentric LL Ibs ...distance to top ft ...distance to bot It Seismic"I"Maggnifier 1.000 ...bad type Seismic Wind"I.Magnfier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318,02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind — Seismic Wind Basic Deft w/o P-Detta 2.130 0.253 in 0.282 0.208 in Basic M w/o P-Delta 43,634.0 26,723.6 in-# 31,1671 21,851.6 in-# Moment Excess of Mcr 44.222.7 1,340.4 in-# 9,053.9 0.0 in-# Max P-Delta Deflection 7.049 0.474 in - 1.668 0.213 in Max P-Deffa Moment- 70,943.9 28,061.6 in-# 35,775.1 22,441.2 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18 000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary - I Wall Design OK 24.75ft Gear height 4.75ft parapet, 6.50in t tic �wittt firs a-13.50- one ter, d- ij f st Using: UBC Sec.'1914.8 method...Deflections area ltate ` L- �� Factored Load Bending :Seismic Load Governs E ry Load car io ' Sew Ic Load Governs +F� `� "C Maximum Iterated Moment.Mu 70,943.95 i - 3`NS' tl1 t�terated e e �� in Moment Capacity 71,784.95 in bef�econ[iriii� In Seismic Wind Mn-Phi:Moment Capacity 71,784.96 in-# 69,511.72 in-# Applied: Mu Mid-Span 70,943.95 in-# - % 28,061:60 in-# Applies: Mu Tap of Wail �� #,824.68 in-# 13,280.06 in-# Max Iterated Service Load Deflection 3 1.67 in 0.21 in Actual Defection Ratio Actual Reinforcing Percentage - 0.0100 0.0100 UBC Allow.As%=0.6`RhoBal 0.0171 0.0171 Actual Axial Stress:(Pw+Po)/Ag Allowable Axial Stress=0.04'fc ; r . 0.00 psis - 17- Tide:_ BLDG E CONC PANEL Job# L+ Dsgnr. Date: 2:12PM, 30 NOV 04 • Descrlption Scope � .�&&0,I-oS6.mw Tilt-UpWall Panel Design Page 2 (c)190.2003 ENERCALC E kv Sd twara 2430712 ecwwCalculations Description BLDG E WALL COL TOTAL 10 FT WIDE(4C) Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2-in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316 23 psi HI/Thk Ratio 45.69 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff=iPu:tot+AsFyyFy 0.456 in 0.440 in a:(AsFy+Pu)/(.85 fc b) 0.671 in 0.647 in c=a 1.85 0.789 in 0.761 in Igross 274.625 in4 274.63 in4 Icracked 24.19 in4 23.68 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-all) 79,761.06 in-# 77,235.25 in-# Additional Values Loads used for analysts Factored Loads Seismic Wind Wall Weight 78.542 psf Wag Wt'Wall Seismic Factor 37.700 psf Applied Axial Load 1.883.04 1,412.28#/ft Wall Wt'Parapet Seismic Factor 121.740 psf Lateral Wall Weight 1,899.04 1,924.28#/ft Service Applied Axial Load 1,440.00 #!ft Total Lateral Loads 3,899.04 2,924.28#/ft Service Wt Q Max Mom 1,345.03 #Ift Total Service Axial Loads 2,785.03 #I t I ACI Factors (per ACI 318-02,applied intemally to entered toads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"i"1.4"Factor for Seismic 1.400 ACI C-1&C-2 LL 1.700 ACI C-3 Dead Load Factor 0.9W Add"I"0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Tenn Factor 1.300 ....seismic=ST': 1.100 r LAKE. 91 ELSINORE �DW NISI® t p-A LL Z r t,A043 9% 2� ; VED _Fit Design Method:1997 UBC 1914.0 w!Iterated Deflections 121.73 psf 20.00 psf 4.75 it 121.7 37.69 psi 20, 20.Q0 f 24.75 It Eff Width=12 Oin Seismic Factor=0,480 Seismic Zone=4 Fy=60000.psi Pc=4000 psi 37_ 20. t--.► Using:#6 @ 13.50in Seismic toad Wind Load Thirds=6 50in Title: BLDG E CONC PANEL Job# • Dsgnr: Date: 2:13PM, 30 NOV 04 Description Scope:- � CALC& Tilt-UQkmft*VScftwamp Wall Panel Design 2�71Z�Ce�lat,om Description BLDG E WALL COL TOTAL 10 FT WIDE(4D) _- General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 23.830 it fc 4,000.0 psi Seismic Zone 4 Parapet Height — 5.670 It Fy -60,000.0 psi Min Vert Steel% 0.0020 Thickness = 6.500 in Phi 0.900- Min Honz Steel% 0.0012 Bar Size 6 Width 12.000 in Bar Spacing 13.500 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Dell.Ratio 150.0 LL 8 ST Not Combined Concrete Weight' 145.00 pcf Using:UBC Sec. 1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 1,422.00#/ft Point Load Ibs Uniform LL 1,264.00#/ft ..herght ft ...eccentricity 6.500 in ...load type Seismic Concentric DL Ibs Lateral Load - Wit Concentric LL Ibs ...distance to top ft ...distance to bat ft Seismic"I"Magnifier 1.000 ...load type Seismic Wind"i"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered toads to ultimate loads within this program Is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind - Seismic Wind Basic Deft w/o P-Delta 1.085 0.211 in 0.203 0.174 in Basic M wfo P-Delta - 35.539.1 24.175.1 in-# 25,385.1 19,835.0 in-# Moment Excess of Mcr 21,537.8 0.0 in-# 0.0 0.0 in-# Max P-Delta Deflection 3.288 0.217 in 0.208 0.179 In Max P-Defta Moment 48,259.0 24,812.5 in-# 25,958.8 20,332.4 in-# Maximum Allow Vertical Bar Spacing 18.000 in -Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 23.83ft clear height, 5.67ft parapet,6.50in thick with#6 Mrs -50in of%cent-rA 3:25inf — 9 YRt Using: UBC Sec. 1914.8 method...Deflections are ltefated � v �,� Factored Load Sending :Seismic Load Governs = Service Load_Defte� �Seismic Load Governs Maximum iterated Moment:Mu 48,259.00 h4 L) irr_u_!�t�ei 4 fle6fic 0. 0 i Moment Capacity 71.843.87 in-# Deflection Lund 010 i Seismic Wind - Mn*Phi:Moment Capacity, 71,843.87 in-# 69,556.32 in-# Applied: Mu Mid-Span 48,259.00 in-# 24,812.54-in-# Applied: Mua Tap of Wag PERM ,�46 21 in-# 14,620. in 18 k Max Iterated Service Load Deflection Actual Deflection Ratio 1,376 tf t 608�= Actual Reinforcing Percentage 0.0100 0.0100 UBC Allow.As%=0.6*RhoBal 0.0171 0.0171 Actual Axial Stress:(Pw+Po-)/Ag 5.94_ari� Allowable Axial Stress=0.04*fc A ps psi Title: BLDG E CONC PANEL Job# 'z _Osgnr. Date: 2:13PM, 30 NOV 04 • Description Scope cVaaa z Tilt-Up Wall Panel Design 2430712mwCeadatic � s Description BLDG E WALL COL TOTAL 10 FT WIDEOD) Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Muttiptier for sgrt(f c) 5.000 Fr= 316.23 psi Ht/Thk Ratio 43.99 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff=[Pu:tot+AsFy]/Fy - 0.457 in 0.440 in a:(AsFy+Pu)/(.85 fc b) 0.671 in 0.647 in c=a/.85 0.790 in 0.762 in (gross 274.625 in4 274.63 in4 (cracked 24.20 in4 23.69 in4 t-eff(ACI methods only), - 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 79,826.62 in-# 77,284.80 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight 78.542 psi Applied Axial Load 1.990.80 1,493.10#/ft Wall Wt•Wall Seismic Factor 37.700 psi Lateral Wall Weight 1,933.62 1,450.21 #/it Wall Wt'Parapet Seismic Factor 121.740 psi Total Lateral Loads 3,924.42 2,943.31 #/ft Service Applied A1dal Load 1,422.00 #/ft Service Wt Q Max Mom 1,381.16 #ift Total Service Axial Loads 2,803.15 #/ft ACI Factors WrACI 318.02,applied internally to entered loads) ACI C-1 8 C-2 DL 1.400 ACI C-2 Group Factor 0.750 A d"I"1.4' Factor for Seismic 1.400 ACI C-1 8 C-2 LL 1.700- ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 8 C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 T Nk� SAS 19 • Design Method.1997 UBC 1914.0 w/iterated Deflections 121.73 psf 20.00 psf 567ft 121.4 37.69 psf 20.0420 00 f 23 83 ft p ORIEctorEf fWWiidth=12 Oin IN U H wo"1 74:� I V I O seismic Zone 4 Fy=60000.psi Pc=4000.psi 37. 20. 3 INseise x load P E M #- oa Using:#6®13 50in - ick=650m AP-rROVEM • Title. BLDG E CONC PANEL Job# 1 Dsgrin -- Date: 2:1413M, 30 NOV 04 Description Scope tc� 8VAaa �efg Tilt-Up Wall Pane! Design 2430712ecwCalculatlons Description BLDG E WALL COL TOTAL 10 FT WIDE(4E) General information Code Ref:ACI 318-02. 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 23.000 ft Pc 4,000.0 psi Seismic Zone 4 Parapet Height 6.500 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness - 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Sae 6 Width 12.000 in Bar Spacing 14.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Dell.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pcf Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 1,238.00#/ft Point Load Ibs Uniform LL 1,100.00#/ft ...height ft ...eccentricity 6.500 in ...toad type Seismic Concentric DL lbs Lateral Load f/Ift Concentric LL Ibs ...distance to top - ft ...distance to bot ft Seismic"I'Magnifier 1.000 ...toad type Seismic Wind-`i"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by vithre of their references to ACI 318-02 for concrete design. Factoring of entered toads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections. Seismic Wind Seismic Wind Basic DO w/o P-Delta 0.240 0.172 in 0.132 0.141 in Basic M w/o P-Delta 27,429.9 21,234.1 in-# 19,592.8 17,392.6 in-# Moment Excess of Mcr 2,603.0 0.0 in-# 0.0 0.0 in-# Max.P-Delta Deflection 0.541 0.176 in 0.134 0.145 in Max P-:)efta Moment 29,324.2 21,721.9 in-# 19,933.7 17,775.1 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 23.00ft clear height, 6.50ft parapet, 6.50in thick with#6 bars at 14.00in on center, d= 3.25in, fc=4,000.Opsi, Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bend 9 :Seismic Load Governs Service Load Deflection :Wind Load Governs Ma)d rwm Iterated Moment:Mu 29.324.23 in-# Maximum Iterated Deflection 0.145 in Moment Capacity 69,394.74 in-t3 Deflection Limit 1.840 in Seismic Wind Mn'Phi:Moment Capacity 69,394.74 in-# 67,209.79 in-# Applied: Mu Mid Span 29,324.23 in-# 21,721.92 in-# Applied: Mu @ Top of Wall 64,481.17 in-# 14,913.59 in-# Max Iterated Service Load Deflection 0.13 in 0.14 in Actual Deflection Ratio 2,060 : 1 1,909 : 1 Actual Reinforcing Percentage 0.0097 0.0097 UBC Alloy.As%=0.6'RhoBal 0.0171 0.0171 Actual Axial Stress:(Pw+Po)/Ag 34.00 psi 34.00 psi Allowable Axial Stress=0.04'f c 160.00 psi 160.00 psi Title: BLDG E CONC PANEL Job# Dsgnr. Date: 2:14PM, 30 NOV 04 Description Scope: t� �CEa Tilt-Up Wall Panel Design 2430712ecwCaaeati ns Description BLDG E WALL COL TOTAL 10 FT WIDE(4E) Analysis Data E 3,604,996.5 psi Sgross 84 500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(f c) 5.000 Fr= 316.23 psi Ht/Thk Ratio 42.46 Rho:Bar Reinf Pet 0.0285 Values for Mn Calculation... Seismic Wind As:eff=[Pu:tot+AsFyyFy 0.439 in 0.424 in a:(AsFy+Pu)/(.85 f c b) 0.646 in 0.623 in c=a 1.95 0.760 in 0.733 in (gross 274.625 1n4 274.63 in4 Icracked 23.66 in4 23.16 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2)- 77,105.26 in-# 74,677.64 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Watt Weight 78.542 psf Applied Axial Load 1,733.20 1,299.90#/ft Wag Wt'Watt Seismic Factor 37.700 psf Lateral Wall Weight 1,979.25 1,484.44#/it Wag WI•Parapet Seismic Factor 121.740 psf Total Lateral Loads 3,712.45 2,784.34#Ift Service Applied Axial Load 1,238.00 #/ft Senrioe Wt @ Max Mom 1,413.75 #/ff Total Service Axial Loads 2,651.75 #/ft ACI Factors (per ACI 3184Z applied internally to entered loads) - ACI C-1&C-2 DL 1-400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1&C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"l"0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST 1.100 r( :� L 8 UIVISlu" Ot J r Design Method:1997 UBC 1914.0 W/Iterated Deflections 121.73 psf 20.00 psf 6.50 It 4 121.7 37.69 psf 20. La 20.00 f 23 00 ft Elf.Width=12.Om Seismic Factor=0 480 ``r. f- r ��) Seismic Zone=4 Fy=60000 psi Pc=4000.psi 37.6 20. sf► Using-#6®14.00in Seismic Load" " _ Wind load Thick=6.50in \L] V/ •• Title: BLDG E CONC PANEL Job# Dsgnr.- Date: 2.22PM, 30 NOV 04 Description Scope Rev 5W=User 3.Vets.8.a1.�2oW Tilt-UpWall Panel Design Page 1 (o)1963-WM EM MCALC&QhW,c SdW.le- 2430712 aavCafatations Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(25.7+3.8) General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Ctear Height 25.700 It rc 4,000.0 psi Seismic Zone 4 Parapet Height - 3.800 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size 5 Width 12.000 in Bar Spacing 9.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in - Parapet Seismic Factor 1.5500 Min Defl.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pcf Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 370.00#/ft Point Load Ibs Uniform LL 410.00#/ft he" fit ft ...eccentricity 6.250 in bad type _ Seismic Concentric DL ibs Lateral Load #/ft Concentric LL lbs ...distance to top ft ...distance to bot ft Seismic"I"Magnifier 1 000 ...load type Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic - Wind- Seismic Wind Basic Defl w/o P-Delta 2.666 0.254 in- 0.324 0 202 in Basic M w/o P-Delta 46,673.4 25,373.1 in-# 33,338.1 20,104 5 in-# Moment Excess of Mcr 33,768.7 0.0 in-# 9.903.2 0.0 in-# Max.P-Delta Deflection 5.910 0.259 in 1.969 0.205 in Max P-Delta Moment 60,490.0 25,828:4 in-# 36,624.4 20,448.5 in-# Maximum Albw Verticai Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary = Wall Design OK 25.70ft Gear height, 3.80ft-parapet,6.50in thick with#5 bars at 9.00in on center, d= 3.25in, Pc=4,000.Opsis F Using: UBC Sec. 1914.8 method...Deflections are Iterated _ Factored Load Bending- :Seismic Load Governs Service Load Deflection :Seismic Load Governs Maximum Iterated Moment:Mu 60,489.96 in4 Maximum iterated Deflection 1.969 in Moment Capacity 71,280.95 in-# Deflection Limit 2.056 in Seismic Wind Mn'Phi:Moment Capacity 71.280.95 in-# 69,911.24 in-# Applied: Mu Span r z 60;489.96-" 25 828 41 in-9 Applied: Mu @ hW Top of Waft 21;591.52�in # !1�, 4j637.44 in# Max Iterated Service Load Deflection L�'`1:9711e 0.21 in Actual Deflection Ratio 1` \;i° r' 1 Actual ReinforcingPercentage \ - - " p 06 1 0.0106 : 1 UBC Allow.As%=0.6•MBal Oil 00171 Actual Axial Stress:(Pw Po)l Ag 21.51 psi 21.51 psi Allowable Axial Stress=0.04 160.00 psi 160.00 psi D . -rD3 f • Tide: BLDG E CONC PANEL Job# Dsgnr. Date: 2.22PM, 30 NOV 04 Description Scope var&&Oi I--�20ai Tilt-UpWall Panel Design Page 2 (c)tse3 2ooa er>rtcuC Eroiroerhg SdNrare 2430712 ecwCalculations Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(25.7+3.8) Analysts Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S•Fr 26,721.2 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht/Thk Ratio . 47.45 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind - As:eff=lPu:tot+AsFyl/Fy 0.452 in 0.443 in a:(AsFy+Pu)f(.85 Pc b) 0.665 in 0.651 in c=a/.85 0.783 in 0.766 in (gross 274.625 in4 274.63 in4 leracked 24.07 in4 23.77 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-an) 79,201.05 in-# 77,679.15 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wag Weight 78.542 psi Applied Axial Load 518.00 388.50#/ft Wall Wt'Wag Seismic Factor 37.700 psi Lateral Wall Weight 1,830.81 1,373.10#/it Wall Wt'Parapet Seismic Factor 121.740 psf Total Lateral Loads 2,348.81 1,761.60#/it Service Applied Axial Load 370.00 #/8 Service Wt @ Max Mom 1,307.72 #M Total Service Axial Loads 1,677.72 #/ft ACI Factors (per ACi 118-02,applied internally to entered toads) - ACI Gi&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0 9"Factor for Seismic 0.900 ACI C-1&C-2 ST ' 1.700 ACI C-3 Short Term Factor — 1.300 ....seismic=ST 1.100 �'• Design Niediod:1997 USC 1914.0 tat Iterated Deflections 121.73 psf 20.00 is 3.80 It 12l. 37.69 psf 20. - 20.00 f 25.70 ft Eff.Width=12 Oin Seismic Factor=0.480 %JO {� Seismic Zone=4 Fy=60000 psi U Pc=4000 psi 37.6 20- - Using-#5 Q 9.06in if Seismic Load ;'' Wind Load Thick=6.50in _Y/_ '• Tide: BLDG E CONC PANEL Job# F Dsgnr. Date: 2:26PM, 30 NOV 04 Description Scope: UW.M-0ov 3.va•saal-oac-2= Tilt-Up Wall Panel Design Page 1 <<„�.�ER C P2430712 ww,CalwlaMone Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(22+7.5) GRID F General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height _ 22.000 it fc 4,000.0 psi Seismic Zone 4 Parapet Height 7.500 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Honz Steel% 0.0012 Bar Sae 5 Width 12.000 in Bar Spacing 10.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Defl.Ratio= 150.0 LL&ST Not Combined Concrete Weight 145.00 pcf Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 275.00#/ft Point Load Ills Uniform LL 310 00#/ft ..her ht It -••eccentricity 6.250 in toad type Seismic Concentric DL Ibs Lateral Load #fft Concentric LL Ibs ...distance to top it ...distance to bot ft Seismic"I"Magnifier 1.000 ...toad type Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 20W IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Deft Wo P-Defta 0.052 0.106 in 0.037 0.084 in Basic M w/o P-Defta 15,715.2 15,265.8 in-# 11,2251 12,112.7 in-# Moment Excess of Mcr 0.0 0.0 in-# 0.0 0.0 in-# Max.P-Defta Deflection 0.053 0.107 in 0.038 0.085 in Max P-Defta Moment 16,826.4 15,459.2 in-# 11,281.8 12,259.3 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Affow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 22.00ft dear height, 7.50ft parapet, 6.50in thick with#5 bars at 10.O0in on center, d= 3.25in,fc=4,000.0psi, Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bending :Seismic Load Governs _ _ Service Load Deflection :Wind Load Governs Maximum Iterated-Moment:Mu 15.826.41 ink {__Ma�amk�m Iterated,Deflection 0 085 in Moment Capacity -� 65,611.92 In-# _ �` _-.Deftedion_LImh �� i760 in f _ Seismic '- u U OFInd�. Mn'Phi:Moment Capacity `_ 45 14:92f in-#3 64,168 8$ in-# Appled: Mu Mid-S n pa _ � - -�� • � �5�826:,41 irrk�-#•�� 1N 5,459.15 in-# Applied: Mu Tap of Wall __ - 62,640.70'i" ' �C 0,410.93 in-# Max Iterated Service Load Deflection 0.04 in 0.09 in Actual Deflection Ratio 7;013 : 1- 3,091 :1 Actual Refnforofng Percentage {^ `E 0.6095 0.0095 UBC Allow.As%=0.6*RhaBal 4 i - 0.0171 0.0171 Actual Axial Stress:(Pw+Po)/Ag $ 15_psi 22.15 psi Allow le Axial Stress=0.04*f e 160.60 ps-i" ---aA60-00 psi ` �� DO- Title: BLDG E CONC PANEL Job# Dsgnr: Date: 2:26PM, 30 NOV 04 Description Scope. Us�ecKVb�953,Ver&8.0.1.Deo.200:i Tilt-UpWall Panel Design Page 2 (c)18e3-2003 ENERCJLLC&gip S W%wv 2430712 ecw:Calculations Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(22+7.5) GRID F Analysis Data E 3,604,998.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi M/Thk Ratio 40.62 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff=[Pu:tot+AsFyyFy 0.412 in 0.402 in a:(AsFy+Pu)f(.85 fc b) 0.606 in 0.592 in c=a/.85 0.713 in 0.696 in (gross 274.625 in4 274.63 in4 Icracked - 22.79 in4 22.46 in4 t-eff(ACI methods only) 0.06 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 72,902.13 in-# 71,298.75 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight 78.542 psf Wall Wt-Wall Seismic Factor 37.700 psf Applied Wahl Load 034.23 525.67#/ft Wall Wt`Parapet Seismic Factor 121.740 psf Lateral Wail Weight 2,419.23 1,814.42#/ft Service Applied Axfai Load 275.00 #/ft Total Lateral Loads 2,419.23 1,814.42#fft Service Wt @ Max Mom 1,453.02 #/ft Total Service A)dal Loads 1,728.02 #M ACI Factors (per ACI 318-02,applied internally to entered loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor _ 0.750 Add"I 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Tenn Factor 1.300 ....seismic=ST': 1.100 .F, N(0 Ll � $ i '- , r7l \0 �, !� Design Mefhod:1997 UBC 1914.0,wi Iterated Defiections 121.73 psf 20.OD psf 750ft 121. 37.69 psf 20.0(t!t 2000 f 2200ft Eff Width=12 Oin Seismic Factor=0 480 Seismic Zone=4 Fy=60000.psi Pc=4000 psi 37.6 20. Using:#5 @ 10 OOin Seismic Load Wind Load Thick=6 50in Title: BLDG E CONC PANEL Job# Dsgnr: Date: 2:26PM, 30 NOV 04 Description scope:- Rev. seoo0o Page 1 «kuj� verCea 20�'s a Tilt-Up Wall Panel Design 24W712ecwceic,lahons Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(21.5+8) GRID F General Information - Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 21.500 ft fc 4,000.0 psi Seismic Zone 4 Parapet Height- 8.000 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size 5 Width -12.000 In Bar Spacing , 9.000 in Wall Seismic Factor 0.4800 Bar Depth 3.250 in Parapet Seismic Factor 1.5500 Min Defl.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pc# Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 275.00#/ft Point Load tbs Uniform LL 310.00#/ft he' ht ft ..•eccentricity 6.250 in ...=type - Seismic Concentric DL Ibs Lateral Load ##ft Concentric LL Ibs ...distance to top ft ...distance to Imt It Seismic"I"Magnifier 1.000 ...load type Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate toads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections - Seismic Wind Seismic Wind Basic Defl w/o P-Detta_ 0.017 0.090_in 0 012 0 072 in Basic M w/o P-Delta 11.859.8 13,912.0 in-t# 8,471.3 11,044.9 in-# Moment Excess of Mar 0.0 0.0 In-# 0.0 0.0 in-# Max.P-Delta Deflection 0.017 0.092 in 0.012 0.073 in Max P-Delta Moment 11,893.4 14,077.5 in# 8,488.4 11,170.6 in-# Maximum A loiv Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 21.50ft clear height, 8.00ft parapet, 6.50in thick with#5 bars at 9.00in on center, d= 3.25in, fc=4,000.Opsi, F Using: UBC Sec. 1914.8 method...Deflections are Iterated Factored Load Bending :Wind Load�Govems �, ; - Serer Load Deflekftio i L a G ems Maximum Iterated Moment:Mu 14,077.54"ink L. MGx um It rat6d DdReft dti�n ��0k73 in Moment Capacity 70;082.95 in-# _V,:� Uot on L mid 20 in 7 i t Q� ;# 1 i�0 8.95 in# Mn`Phi:Moment Capacity - : y Applied: Mu @ Mid-Span 11,893.44 in-# 14,077.54 in.# Applied: Mu @ Top of Wall 70,565.95 in-# 11,596.68 in-# Max iterated Service Load Deflection : _ - 0.01 in 0.07 in Actual Deflection Ratio �� ,„ �� 21,213 :1 3,533 : 1 Actual Reinforcing Percentage `= `v J t 0.0106 U.0106 UBC Allow.As%=0.6`RhoBal 0:0171 00171 Actual Axial Stress:(Pw+Po)/Ag 22.41 psi 22:4V psi Allowable Axial Stress=0.04 fe �__ 160.00 psi - 160 00 psi Title: BLDG E CONC PANEL Job# Dsgnr. Date: 2*26PM, 30 NOV 04 Description Scope .veraaal�2M Tilt-Up Wall Panel Design Page 2 (c)1983-2ee3 exERenr c saw P2430712.emceiaiseons Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(21.5+8) GRID F Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht/Thk Ratio 39.69 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff=[Pu:tot+AsFyjfFy 0.454 in 0.444 in a:(AsFy+Pu)/(.85 fc b) 0.668 in 0.653 in c=a 1.85 0.786 in 0.768 in [gross 274.625 in4 274.63 1n4 Icxacked _ 24.12 in4 23 81 in4 1-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction - 0.900 0.900 Mn=As:eff Fy(d-a2) 79,464.00 in-# 77,869.94 in-# Additional Values Loads used for analysis Factored loads Wall Weight 78. psf Seismic Wind 542 Wall Wt Wall Seismic Factor . 42 psf Applied Axial Load 385.00 288.75#/ft Wail Wt.Parapet Seismic Factor 121.740 psi Lateral Wail Weight 2.44 .72 1.835.04 #/ft Service Applied Axial Load 275.00 #/it Total Lateral Loads 2,446.72 1,835.04#/ft Service Wt C1a Max Mom 1,472.66 #/it - Total Service Axial Loads 1,747.66 #ift ACI Factors (per Ad 318-02,applied intemally to entered loads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL _ 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI CA &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST': 1.100 Lin ELSINONE � l ��, - L llUji VG r'zXV00N % 41 1 T "0YE U Design Method:1997 UBC 1914.0 v4 iterated Deflections 121.73 pst 20.00 psf i 8 00 ft 121.7 37.69 psi 20. 20.00 f 21.50 ft Eff Width=12 Oin Seismic Factor=0.480 Seismic Zone=4 Fy=60000 psi fc=4000 psi 37. 20. 4 Using #5 @ 9.00in Seismic load Wind-Load Thick=6 50in Title: BLDG E CONC PANEL Job# Dsgnr. Date: 2:28PM, 30 NOV 04 Description Scope: Raw. 5MM cnica0s Tilt-Up Wall Panel Design 243071z�caelgcveiati�9 Description -BLDG E JOIST BEARING TOTAL 6 FT WIDE(22+10) GRID G General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 22.000 ft fc 4.000.0 psi Seismic Zone 4 Parapet Height- 10.000 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size _ 5 Width 12.000 in Bar Spacing 9.250 in Wall Seismic Factor 0.4800 Bar Depth 4.750 in Parapet Seismic Factor 1 5500 Min Deft.Ratio 150.0 LL&ST Not Combined Concrete Weight 145.00 pcf Using:UBC Sea 1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 210 00#/ft Point Load Ibs Unifohn LL 233.00#/ft he' ht ft ...eccentricity 6.250 in 1.5 type Seismic Concentric DL Ibs Lateral Load #/ft Concentric LL Ibs ...distance to top ft ...distance to bot ft Seismic T Magnifier 1.000 ...load type Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis = For Factored Load Stresses For Service Load Deflections Seismic Wind Seismic Wind Basic Defl w10 P-Delta 0.000 0.075 in 0.000 0.060 in Basic M w/o P-Delta 4.546.8 12.203.7 in-# 3,247.7 9,664.2 in-# Moment Excess of Mcr 0.0 - 0.0 in-# 0.0 0.0 in-# Max P-Delta Deflection 0.000 0.076 in 0.000 - 0.061 in Max P-Delta Moment 4,646.8 12,346.7 in-# 3,247.7 9,772.7 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18 000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 22.00ft clear height, 10.00ft parapet,6.50in thick with#5 bars at 9.25in on center, d=4.75in,fc=4,000.Opsi, Using: UBC Sec.1914.8 method...Deflections are Iterated Factored Load Bending :Wind Load Governs Service Load Deflection :Wind Load Governs Maximum Iterated Moment:Mu-_ _—_ _ 12,346.66 ink Maximum Iterated Deflection 0.061 in Moment Capacity 3 101,362_t7,In-#1, 1/? flecUon Limit 1.760 in Mn`Phi:Wment Capacity 106,400.83 ink 62.17 in# Applied: Mu 9,54i' 12,346.66 in-# s; I Applied: Mu @ Maid Span Top of Wall -` �j B u 4' ` f !37 �� 16,678.11 in-# Max Iterated Service Load Deflection 0.00 in 0.06 in Actual Deflection Ratio 0 : 1 4,343 :1 Actual Reinforcing Percentage 0.0071 0.0071 UBC Allilov.As%=0.6;RhOB 0.0171 0.0171 Actual Axial Stress:(Pw+Po Ag 23.84 psi 23.84 psi Allowable Axial Stress=0.04 rc 460 0Q=jQs' 160.00 psi Title: BLDG E CONC PANEL Job# Dsgnr. Date: 2:28PM, 30 NOV 04 Description Scope: t �ERMC& Tilt-Up Wall Panel Design 2430712eww•Caaeabons Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(22+10) GRID G Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec _ 8.04 Mcr=S'Fr 26,721.2 in-# Fr Multiplier for sgrt(fc) 5.000 Fr= 316.23 psi Ht/Thk Ratio 40.62 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff=(Pulot+AsFy)/Fy 0.446 in 0.435 in a:(AsFy+Pu)/(.85 fc b) 0.655 in 0.639 in c=a 1.85 0.771 in 0.752 in (gross - 274.625 in4 274.63 in4 (cracked 58.58 in4 57.59 in4 I-eft(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-an)-Pu(WaI1Thk/2-Bar Depth) 118,223.15 in-# 112,624.64 in-# Additional Values Loads used for analysts Factored Loads Seismic Wind Wall Weight - -- 78.542 psf lied Axial Load 294.00 220.50#/ft Wall Wt'Wail Seismic Factor 37.700 psf Applied Wail Wl'Parapet Seismic Factor 121.740 psf Lateral Wall Weight 2, 0 1,731.84#/ft Service Applied A)dal Load 210.00#/ft Total Lateral Loads 2,603.12.12 1,952.34 4#/ft Service Wt Q Max Mom 1.649.37 #/ft Total Service Axial Loads 1,859.37 #/ft ACI Factors (W ACI 31"2,applied internally to entente loads) ACI C-1 &C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I"1.4"Factor for Seismic 1.400 ACI C-1&C-2 LL 1.700 ACI C 3 Dead Load Factor 0.900 Add"l"0.9"Factor for Seismic 0.900 ACI CA&C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 _ ....seismic=ST': 1.100 %E I VI S D 1 3 6 .� Design Method:1997 UBC 1914.0 wf Iterated Deflections 121.73 psf 20.00 psf 1000ft 121.73 37.69 p9O. 20.0 sf 22.00 ft Eff Width=12 Oin Seismic Factor=0.480 Seismic Zone=4 RE 0 Fy=60000.psi 4;r v i ii JfM I Pc=4000 psi 37.6 20. ht Using-45 aQ 9.25in - ��wtd � `7# Wind Load S ,� Thick=6 50in •• Title:-BLDG E CONC PANEL Job# Dsgnr: Date: 2:29PM, 30 NOV 04 Description Scoff;_ I UMMC&o z Tilt-Up Wall Panel Design 2430712ecwCalgcuulati�8 Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(22+10) GRID G General Information Code Ref ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 22.000 ft fc 4,000.0 psi Seismic Zone 4 Parapet Height 6.000 ft Fy 60.000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Sae -5 Width 12.000 in Bar Spacing 14.000 in Wall Seismic Factor 04800 Bar Depth 3.250 in - Parapet Seismic Factor 1.5500 Min Deft.Ratio_ 150.0 LL&ST Not Combined Concrete Weight 145.00 pcf Using:UBC Sec.1914.8 method.:.Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads . - Vertical Loads Wind Load 20.000 psf Uniform DL 210.00#/ft Point Load Ibs Uniform-LL 233 00#/ft ...height ft ...eccentricity 6.250 in ...load type,- Seismic Concentric DL - Ibs Lateral Load #/it Concentric LL ibs ...distance to top ft ...distance to bot ft Seismic"I"Ma n'rfier 1.000 ...toad type Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses For Service Load Deflections Seismic - Wind Seismic Wind Basic Defl w/o P-Delta 0.130 0.118 in 0.093 0.093 in Basic M w/o P-Delta 22,820.1 16,501.0 in-# 16,300.0 13,053.2 in-# Moment Excess of Mcr 0.0 0.0 in-# . 0.0 0.0 in-# Max.P-Delta Deflection 0.132 0.119 in 0.094 0.094 in Max P-Delta Moment 23.088.9 16,693.6 in-# 16,436.8 13,198.5 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in- Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wail Design OK 22.00ft dear height,6.00ft parapet, 6.50in thick with#5 bars at 14.00in on center, d=3.25in, fc=4,000.Opsi, Using: UBC Sec:1914.8 method...Deflections are Iterated Factored Load Beading :Seismic Load Governs Service Load Deflection :Wind Load Governs Maximum Iterated Moment:Mu 23 088.92 1" Maximum Iterated Deflection 0.094 in Moment Capacity �49344.66 ur4- ? Limit. j �r 1.760 in mIc i u it F �Al-e 975`b6 in Mn•Phi:Moment Capacity. Applied:-Mu Mid•S n 3111 3,08 i " 6 93.58 in-#. Apptred: Mu @ Top of Watl N'0,69a30 i - S 0 j 86.12 in-# Max Iterated Service Load Deflection 019 in 0.09 in Actual Deflection Ratio 2,812 : 1 2,802 :1 Actuai Reinforcing Percentage 0.0068 0.0068 UBC Allow.As 96-0.6'RhoBai �jjj � � - 0.0171 0.0171 Actual Axial Stress:(Pw+Po /� IT 19.81 psi 19.81 psi Alknvable Axial Stress=0.04'f c 160.00 psi 160.00 psi •. Title: BLDG E CONC PANEL Job# • Dsgnr: Date: 2:29PM, 30 NOV 04 • Description: Scope: user-KW-0600953.V.&&061-0e-2t103 Tilt-U Wall Panel Desi n Page 2 c)1963.2M ENERCAt C En g S P 9 2430712 ecwCaleulations Description BLDG E JOIST BEARING TOTAL 6 FT WIDE(22+10) GRID G Analysis Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S`Fr 26,721.2 in-# Fr Multiplier for sgrt(f'c) 5.000 Fr= 316.23 psi Ht/Thk Ratio_ 40.62 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff`-[Pu:tot+AsFyyFy 0.302 in 0.293 in a:(AsFy+Pu)/(.85 Fc b) 0.444 in 0.431 in _ c=a/.85 0.522 in 0.506 in igross 274.625 in4 274.63 in4 Icracked 18.63 in4 18.25 in4 I-eff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 54,827.43 in-# 53,306.17 in-#- Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight 78.542 psf Applied Axial Load 294.00 220.50#/ft Wag Wt`Wall Seismic Factor 37.700 psf Lateral Wall Weight 1,869.29 1,401.97#/ft Wall Wt`Parapet Seismic Factor 121.740 psf Total Lateral Loads 2,163.29 1,622.47#/ft Service Applied kdai Load 210.00 #/ft Service Wt @ Max Mom 1,335.21 #/ft Total Service Axial Loads 1,545.21 #M ACI Factors (per ACI 318-02,apples!Internally to entered toads) ACI CA &C-2 DL - 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4"Factor for Seismic 1.400 ACI C-1&C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1 &C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic=ST`: 1.100 1 UE L D f„` ,n = A.� _ �� IV9S N v-ERMIT # Design MOW:1997 UBC 1914.0 ar/Iterated Deflections 121.73 psf 20.00 psf 600ft 121.7.-fsfw- 37.69 psf 20.00-esta- 20.00 - 22 00 ft Eff.Width=12 Oin I N O EIZactor=0.480 WEI L.��+ I D VISION Seismic Zone=4 Fy=60000.psi R �� " - f c=4000 psi 37.W Using:#5®14.00in Seismic Load Wind Load Thick=6.50in APPROVED�- •. Titfe: BLDG E CONC PANEL Job# Dsgnc Date: 2:32PM, 30 NOV 04 Description Scope k� .var5.aA14)w-= Tilt-UpWall Panel Design Page 1 (c)1983.2003 ENERMC E,�n,,,I g Saftwe 2430712 wwCalalations Description BLDG E SIDE WALL General Information Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000 Clear Height 22.500 ft Pc 4,000.0 psi Seismic Zone 4 Parapet Heigh 7.000 ft Fy 60,000.0 psi Min Vert Steel% 0.0020 Thickness 6.500 in Phi 0.900 Min Horiz Steel% 0.0012 Bar Size 5 Width 12.000 in Bar Spacing 13.000 in Wall Seismic Factor 0.4800 Bar Depth - 3.250 in Parapet Seismic Factor 1.5500 Min Deft Ratio 150.0 LL&ST Not Combined Concrete Weight _ 145.00 pd Using:UBC Sec.1914.8 method...Deflections are Iterated Parapet Weight Counteracts Middle Loads Lateral Loads Vertical Loads Wind Load 20.000 psf Uniform DL 80.00#/ft Point Load lbs Untforrn LL 80.00#/ft ..tie' ht ft ..eccentricity 5.250 in ...load type Seismic Concentric DL Ibs Lateral Load #/ft Concentric LL Ibs ...distance to top ft ...distance to tat ft Seismic"i"Magnifier 1.000 ...toad type -Seismic Wind"I"Magnifier 1.000 Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered toads to ultimate loads within this program is according to ACI 318-02 C.2 Wall Analysis For Factored Load Stresses _ For Service Load Deflections Seismic Wind Seismic Wind Basic Defl w/o P-Defta 0.089 0.116 in 0.063 0 091 in Basic M w/o P-Delta 19,138.8 15,994.4 in-# 13,670.6 12,578.7 in-# Moment Excess of Mcr 0.0 0.0 in-# 0.0 0 0 in-# Max P-Delta Deflection 0.089 0.118 in 0.064 - 0.092 in Max P-Delta Moment 19,308.8 16,179.9 in-# 13,757.1 12,717.7 in-# Maximum Allow Vertical Bar Spacing 18.000 in Parapet Bar Spacing Req'd:SEISMIC 18.000 in Maximum Allow Horizontal Bar Spacing 18.000 in Parapet Bar Spacing Req'd:WIND 18.000 in Summary Wall Design OK 22.50ft Gear height,7.00ft parapet, 6.50in thick with#5 bars at 13.00in on center, d= 3.25in, Pc=4,000.Opsi, Using: UBC Sec. 1914.8 method...Defleclions are Iterated Factored Load Bending :Seismic Load_G� ms Service Load Deflection :Wind Load Governs Maximum Iterated Moment:Mu A 19�82,1 a 17) 0.092 in Moment Capacity 52,3L4.©9 it k rn �m 1.800 in -*ING Seismic Mn'Phi:Moment Capacity �/�)A 50,987.03 in-# Applied: Mu Mid�Span 1 V 16,179.87 in-# a Top of Wali qjr. 1 i 7,938.00 in-# Max Iterated Service Load Deflection 0.06 in 0.09 in Actual Deflection Ratio 4,239 : 1 2,920 : 1 UhBCA Reinforcing-Percentage%=0. Bal PERMIT R I T 0.0171 00171 Actual Axial Stress:(Pw+Po)/Ag 1 .40 psi Allowable Axial Stress=0.04'fc 1W.00 psi 19.00 psi •� Title: BLDG E CONC PANEL Job# Dsgnr. Date: 2:32PM, 30 NOV 04 Description Scope: Rw 50000 ��aa t o� Tilt-U Wall Panel Desi n Page 2 t�l+�ca�c sa: P 9 2430712 ecwCalculstm,s Description BLDG E SIDE WALL Analysts Data E 3,604,996.5 psi Sgross 84.500 in3 n=Es/Ec 8.04 Mcr=S'Fr 26,721.2 in-# Fr Muftiptier for sgrt(f c) 5.000 Fr= 316.23 psi HI/Thk Ratio 41.54 Rho:Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eft=(Pu:tot+AsFyj/Fy 0.321 in 0.313 In a:(AsFy+Pu)1(.85 rc b) 0.473 in 0.460 in c=a vi57 0.556 in 0.541 in Igross 274.625 in4 274.63 in4 lcracked 19.45 in4 19.09 in4 Leff(ACI methods only) 0.00 in4 0.00 in4 Phi:Capacity Reduction 0.900 0.900 Mn=As:eff Fy(d-a/2) 68,126.76 in-# 56,652.26 in-# Additional Values Loads used for analysis Factored Loads Seismic Wind Wall Weight _ 78.542 psf Applied A)aal Load 112.00 84.00#fft Wall Wt'Wall Seismic Factor 37.700 psf Lateral Wall Weight 2,006.74 1,505.06#/ft Wall Wt'Parapet Seismic Factor 121.740 psf Total Lateral Loads 2,118.74 1,589.65#/ft Service Applied A)dal Load 80.00 #/ft Service Wt @ Max Morn 1,433.39 #/ft Total Service A:aai Loads 1,513.39 #/ft ACI Factors (Per ACI 318-02,applied internally to entered l)ads) ACI C-1&C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4"Factor for Seismic 1.400 ACI C-1 &C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I"0.9"Factor for Seismic 0.900 ACI C-1&C-2 ST 1.700 ACI C-3 Short Tenn Factor 1.300 ....seismic=ST': 1.100 "I N 0 E LAKE ELS �JILD",ING" DIVISION PERMIT # :- Design Mefttod:1997 U8C 1914.0 wl Iterated Deflections 121.73 psf 20.00 psf .k 7 00 It 121.7 t!t37.69 psf 20.01 20 00 f 22.50 ft { ('�1�9 � � '� � Eff.Width=12.0in LIM- ismic Factor=0.480 B 1 1-�1 N I V Seismic Zone=4 Fy=60000 psi fc=4000 psi 37.6 R M I T 20• Using #5 Q 13.00in Seismic Load Wind Load Thick=6 50in APPROVED" ' v According to 14.8.1, the-provisions of 14.8 are considered to satisfy 10.10 when flexural tension controls the design of a wall:The following limitations apply to the alternate design method(14.8.2): (1) The wall panel shall be simply supported,axially loaded,and subjected to an out-of-plane uniform lateral load.The maximum moments and deflections shall occur at the mid-height of the wall. (2) The cross-section is constant over the height of the panel. (3) The reinforcement ratio p shall be less than or equal to 0.64,where Pb is the reinforcement ratio producing balanced strain conditions(8.4.3, 10.2). !; (4) Reinforcement shall provide a design moment strength OMn greater than or equal to Mir,where Mcr is the moment causing flexural cracking due to the applied lateral and vertical loads.Note that Mir shall be obtained i ' using the modulus of rupture fr given b 9-9 . - - ' (5) Concentrated gravity loads applied to the wall above the-design flexural section shall be distributed over a width equal to the lesser of(a) the bearing width plus a width on each side that increases at a slope of 2 vertical to I horizontal down to the design flexural section or(b)the spacing of the concentrated loads.Also, the distribution width shall not extend beyond the edges of the wall panel(see Fig.23-4). (6) The vertical stress P,,/Ag at the mid-height section shall not exceed 0.06 fc. When one or more of these conditions are not satisfied,the wall must be designed by the provisions of 14.4. s -- s - - W W _UF A E : LSINORXE LIN ISION - - � _ - ovsip+ema.dsecbai -Figure 2a 4 DWnbutfon Mdth of Corwen a 1 . ' ` ` According to 14.8.3,the design moment strength Oldn for combined flexure and axial loads at the mid-height cross-section must be greater than or equal to the total factored moment M„at this section.The factored moment Mu includes P-A effects in&is defined as follows: P . Mu=MW+Po AU Eq. (14-4) t where Mm= factored moment at the mid-height section of the wall due to factored lateral and eccentric vertical f loads Pu=factored axial load f ' ;a A.=deflection at the mid-height of the wall due to the factored loads t' =5Mu pc/08EJcr Eq. (14.5) �e=vertical distance between supports Ec=modulus of elasticity of concrete(8.5) I�r=moment of inertia-of cracked section transformed to concrete 23-6 ` ""� �- Title: __ Job# Dsgnr. Date: 7:55AM, 23 NOV 04 Description Scope. Raw.580000 Page 1 U�rkrr�ss3.verae.o.,.ow-zoos Slender Mason Wall g lar+ee3-2003 orERcuc sa ga Masonry Description General information Calculatioris are designed to 97-UBC/03-IBC/03-NFPA Requirements Wall Height 26.00 ft Pm 1,500.0 psi Thidiness 8.01n .fy 60,000.0 psi Reber Size 5 Wall Wt Multiplier 1.00 Reber Spacing 16 in Medium Weight Block Rebar Location Edge Fr=4.0'(fm)".5 2.50 Solid Grouted Seismic Factor • 0.415 Loads Vertical Loads... Wind Load (full height) 0.00 psf Uniform Eccentric Load... Lateral Loads Dead toad 0.00#M P ... Point Load 0.00 Ibs Live Load 0•00� @ height 0.00 ft Eccentricity 0.00 in Roof Seismic Concentric Load... Distributed Load 0.00#/ft Dead Load _ 0.00 0/ft Dist.to Top 0.00 ft Live Load 0.00#fit Dist.to Bottom 0.00 ft Roof Seismic 7Factored ummary Wall Design OK 6.00ft-high, 8.00in thick w/#5 bars at 16.00in on center at edge, MedWt Block m= 1,500.Opsi, Fy=60,000.Opsi, Special Inspection Req'd, Solid Grouted Load Bendufg :Seismic Load Governs Service Load Deflection :Seismic Load Governs Maximum aerated Moment:Mu 49.845.97 in-# Maximum Iterated Deflection 2.033 in Moment Capacity 55.637.35 ink Deflection Limit 2.184 in =-Seismic Wind Mn'Phi:Moment Capacity 65,637.3 in-# 55,637.3 in-# Mu:(0.9D+1.OE),(1.2D+1.3W+f1'L+.5Lr) 49,846.0 in-# 0.0 in-# Mu:(1.2D+f1'L+1.OE),(1.21>+1.6Lr+.8W) 49,846.0 in-# 0.0 in-# Overstress Precentage 0.00 0.00 Allow Deflection:0.007'Height 2.184 in 2.184 in Max Iterated Service Load Deflection 2-033 In 0.000 in Actual Deflection Ratio 153.5 0.0 Actual Reinforcing Percentage 0.0037 0.0037 Allowable Max.Reinf.Percent=0.5 Rho Sal 0.0053 - 0.0053 Actual Axial Stress:(Pw+Po)/Ag 11.12 psl 11.12 psi Allowable Axial Stress=0.04'frn 60.00psi 60.00 psi P-Delta Analysis Factored Load Analysis Seismic Wind Basic Moment without P-Detta Basic Deflection withoW P-Defta I 5,052 E ELS I NO Moment in excess of Cracking Moment 34,69 .63 i WO Max aerated Walt Defection 00 In L DIVISION 0.00 in-# Max.Iterated Wall Moment service Load Analysts Seismic Wind Basic Moment without P-Delta - 32,823:18 1" 0.00 in-# Bask Deflection without P-Deb 1.87 In 0.00 in Moment in excess of Cracking-Moment 21,564.35 1" 0.00 in-## Max.iterated_Wall Deflection PERM I T4:16� �00 I�-# Max.iterated Watt Moment AP VED - Title:- Job# Dsgnr. Date: 7:55AM, 23 NOV 04 • Description Scope cVat saasa� Slender Masonry Wall Page 2 Description Load Summary Vertical Load Summary.- Lateral Load_Summary... DL @ Max Mom Loa 1,014.00 ibs 1.3'Wind Load 0.00 psf LL @ Max Mom Loc. 0.00 ibs 1.7'Wind Load 0.00 psf 0.9'Dead Load 912.60 ibs Seismic Factor'Wall Wt. 45.32 psf 1.05*Dead Load : 1,064.70 Ibs 1.43'Seismic Weight 64.80 psf 1.275•Live Load 0.00 Ibs 1.87•Seismic Weight 84.74 psf Wall Weight 78.00 psf Rebar"d"Distance 5.25 in Wall Weight•Seismic Factor 45.32 psf Analysts Values - Phi 0.80 Mn=Phi'As-eff Fy'(d-a/2)- Eguivatent Solid Thickness 7.60 in Wind 55,637.35 in-# Gross Area 91.20 in Seismic 55,637.35 in-# A-steel 0.23 In2 Em=900'fm 1350000.00 psi As-Percent 0.0037 n=•29E6/Em 21.48 As-Effective=(Pu+As•Fy)/Fy Fr=2.5'(fm)`.5 96.82 ps As-etf:Wind 0.250 In2 Sgross 116.28 in As-eff:Seismic 0.250 In2 Mcracking=Sgross•Fr 11,258.83 in a':Compression Block I-Gross 443.32 in4 'a':Wind 0.98 in I-Cracked-Wind 96.32 in4 'a':Seismic 0.98 in I-Cracked-Seismic 96.32 in4 Phl:Wind 0.800 Phi:Seismic 0.800 8p LAKE ELSINORE DIVISION ERMIT 32.37 psi 26.00 It Fy=60000.psi Pm=1500 psi 32.3 Using #5 @ 16.in Seismic Load Thick=8.1n r , ,* r esselcarm Oki B ; 'YMBAV MMM M 3M AY TMMM'WAS d3 p 1M3V4dO1M3O GNUfRtl1O F` g 1 =t 30Y1ti13NklHW 3HONIS13 3NVl r N m �etrss r! � � . . • . _ Y ! t B O ' > IG a i LAKE ELSINORE d:- RMIT Nil I t . , i [mug ~ •tea '� -------------- 1 . t t are r r w w Jrr ne .na tN �JYI 6 ¢ m O U m m a L J ANF & ASSOCIATES Tel:(CO 44"182 Joe No, ConsulMV Sbuaurd En&em Few(626)44"M By Dire 942D-Tdmr Ave,Suite 118,E1 Monte.CA 91731 s OF ZA�xo,44x►,311,g o 13) 1� �_ P ►r f"q K- 1 = �t ► ,3 Z, 75 �141 3 S —0,�K. • ANF & ASSOCIATES Tel:(W 4494182 Jon No. ConguldnS Suvoraral Ec&een Fay(W 4484M Br DATE 9420_Telstar Ave.Suite 118.E Moate,CA 91731 SN OF AX, Tft Cam= o&q x.13 = a, s7 L Ft f TV Ts 17 = 'itvr TIE @, tit g " if(ito - s - n RAM Frame V8.2 - Analysis Mode DataBaP: le-mcgbldge 11/29/04 11 : 37 :03 PIAT -View Story: roof I M ❑ ❑ i ❑ `❑ i 000, ❑ ❑ 711 YYT � f ol z 4 31� F° 3 -z - $° v��q�►6��`i � o - - /8x j Y YAJM F & ASSOCIATES Tek(6M 4484182 � Jos Na Consutdng SauetoM En&eers Fax(626)448- M DATE 942o Telstar Ave,Suite 118,f1 Montq CA 91731 SF OR o isI D � L _ pq- To 0 Ft(-, 7,X IS 6 TL Y�fit Yoe 1 � ¢ gvp-5 . � /'- - - Joe No. ConsLNF & ASSOCIATES Tel(626)4484182 uttin8 SburtuM E Ztnem Fay(626)448-8M By DATE 9420 Telater Ave.Suitt 118.®Monte,CA 91731 SK $M. 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