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Report (5) REVISION W RECEIVED L AYi COFISTRUCTION CO. APPROVED BUILDING VALUE I www.walshcons±ruction.com Submittal Sheet AUG 2 4 2022 CITY GF TIGARU 112211-Terrace Glen Apartments 3UI DING DIVISIQN O E . OFFICE COPY Project: 112211- Spec Section: 23 05 48 Terrace Glen Apartments Submittal: 1 9650 SW Greenburg Road i'UP a.Ua. I — Q Q 1 cg 4o Revision: 0 Tigard,OR Package: Deferred Submittal 97223 ----i—ji 9 - -7 - 2_:Z___ Date: 8/22/2022 PDT t Submittal Title: Seismic for HVAC Submittal Detail: Response Due By: 9/19/2022 PDT Walsh Review: Architect Review: C 2/ C2K Architecture,Inc. Project Name:Terrace Glen Apartments \ Deferred or Delegated-Design Submittal Review Submittal Package#: Deferred Submittal Action: Submittal ID#: 1 X NO EXCEPTIONS TAKEN REVISE AND RESUBMIT Date Submitted:8/22/2022 PDT MAKE CORRECTIONS NOTED C SUBMIT SPECIFIED ITEM(S) Spec Section:23 05 48 NOT REVIEWED-KEPT FOR RECORD REJECTED Review is solely to check for conformance with design concept and specified The review by Construction erformance and design criteria,if any,as expressed in the Contract Documents. ("WalshCo"))of the above Submittal is Review is not for the purpose of determining the adequacy,accuracy and subject to the Contract Documents and Shall not relieve the completeness of the design,dimensions,quantities,or design services. Subcontractor/Supplier from any of its obligations under the agreement C2K Architecture,Inc.relies upon the services,certifications,or approvals of the delegated-design professionals responsible for the delegated-design submittal. with Walsh nor give rise to any claim in favor of the Subcontractor/Supplier Submittal corrections or comments do not relieve the Contractor of its obligation to or third parties against Walsh or Owner. comply with the requirements of the Contract Documents. By: WCC Review Processed By: kgrant Date: 08,/23/202 Other Review: Notes: DEFERRED SUBMITTAL REVIEW(THIRD PARTY) No exception taken a Make corrections noted 0 Rejected 0 Revise and re-submit 0 Submit specified item 0 The documents contained herein have been reviewed by this office for general conformance with the design loading and for interaction of components with the primary structure. Kramer Gehlen and Associates, Inc. Consulting Structural Engineers Date 08/15/2022 By MH WALSH CONSTRUCTION CO. PORTLAND: 2905 SW First Avenue • Portland,OR 97201 • (503)222-4375 • Fax: (503)274-7676 • ORCCB147267 SEATTLE: 315 Fifth Ave.S,Suite 600 • Seattle,WA 98104 • (206)547-4008 • Fax:(206)547-3804 • WALSHCC990D1 TACOMA: 301 S 28th Street • Tacoma,WA 98402 • (253)572-4245 - Fax:(206)547-3804 • WALSHCC990D1 n,,,.,. 1 —e n WM4474 SE Milwaukee Ave. Letter of Transmittal Portland, OR 97202 Phone: (503) 234-7331 Project Name Fax (503) 813-9258 Terrace Glen pts Date: 8/18/2022 ATTN: Sam Sullivan To:Walsh Construction Co Job No.: 51230 Re: 1 DIGITAL COPY-Transmittal Letter Sam Sullivan ssullivan(@walshconstruction.com 1 DIGITAL COPY-Seismic Submittal WE ARE SENDING YOU El Attached 0 Under Separate cover via the following items: El Submittal Packet ®Letter ❑As-Builts 0 copy of letter 0 Warranty Letter ❑Insurance 0 Operations Manuals 0 TAB Report 0 Change Order 0 Contract THESE ARE TRANSMITTED as checked below: ®For Approval 0 Approved as submitted 0 Resubmit copies for approval ❑For your use 0 Approved as noted 0 Submit copies for distribution ❑As requested 0 Returned for corrections 0 Return corrected prints ❑For review and comment 0 ❑FOR BIDS DUE 0 PRINTS RETURNED AFTER LOAN TO US Remarks: Please Sign and Return a Copy of this letter to Jacobs Heating and air Conditioning E-mail:commc4acobsheating.com or andreab(c iacobsheating.com Fax: 503-296-5351 Mail:4474 SE Milwaukie Ave,Portland OR 97202 Questions: Call Commercial Coordinator Phone: 503-234-7331 THANK YOU. Received By Printed Name Date Pnaa') nf')d 113 Jacobs Heating and Air Conditioning Inc. Seismic Submittal Packet Terrace Glen WO# 51230 Pao& of 24 TABLE OF CONTENTS Job Name: Terrace Glen Job No. 51230 Submittal Packet DESCRIPTION Section Tab Structural Calcs & Details FC-1,2, 7 & 8 MAU-1 & 2 fliCCHAS HEATING &AIR CONDITIONING Do..o A ..f 7^ TERRACE GLEN APARTMENTS HVAC EQUIPMENT 9650 SW GREENBURG TIGARD, OR 97223 STRUCTURAL CALCULATIONS & DETAILS MASON EO# 36185 August 17, 2022 *.,,wp PROFFss �<v��5 ��GIN� �p� 9 965 � a ! OFZEGON 'pl- iY 10,2°15 G� FVAN LAND\\ EXPIRES 12.31.24 Prepared By ��. • 1 !i MASON INDUSTRIES, Inc. 11 � •{ r".a: MANUFACTURERS OF VIBRATION CONTROL PRODUCTS -•% • 350 Rabro Drive 2101 W.Crescent St,Suite D Hauppauge,NY 11788 Anaheim,CA 92801 '• 631/348-0282 714/535-2727 FAX 631/348-0279 FAX 714/535-5738 Info@Mason-Ind.com www.Mason-Ind.com 7A • • y-` MASON INDUSTRIES, Inc. ..� MANUFACTURERS OF VIBRATION CONTROL PRODUCTS PROJECT CERTIFICATION 350 Rabro Drive 2101 W.Crescent St.,Suite D L Hauppauge,NY 11788 Anaheim,CA 92801 631/348-0282 714/535-2727 FAX631/348-0279 FAX 714/535-5738 www.Mason-ind.com DATA & TABLE OF CONTENTS f � Info@Mason-Jnd.com PROJECT DATA: 14DPRoE• PROJECT NAME: TERRACE GLEN APARTMENTS MASON E.O. NUMBER: 36185 9'965 PROJECT LOCATION: 9650 SW GREENBURG OlitGON TIGARD, OR 97223 CUSTOMER: MASON OREGON c9�Fqr 10 '2.te VANLANO GOVERNING BUILDING CODE: 2019 OSSC EXPIRES 12.31.24 SEISMIC DESIGN CAT : ;r Sds:'4-4Aa 0.690 p• . TABLE OF CONTENTS: EQUIPMENT TAGS: REF. REF. CALC FC-1,2,7,8. MAU-1, 2 Al TO A6 W1 TO W11 Notes: 1. Certification is for Mason product selections and/or equipment anchorage only. No other responsibilty is taken or implied. 2.Verification of buildingstructural elements supporting h the above equipment pp g qu pment is beyond the scope of this certification. 3. Construction or fabrication should not begin until all approvals are in place, including approval of this submittal by owner's agents, consultants, and/or by building permit plan check. Mason Industries, Inc. will not assume responsibility for construction done prior to the aforementioned approvals. DATE: 8/17/2022 CERTIFIED FOR TYPE . \-4! , MASON INDUSTRIES, Inc. JOB NAME: TERRACE GLEN APARTMENTS l.% Manufacturers of Vibration Control Products SCB/H r 5,•r CUSTOMER: MASON OREGON I 350 Rabro Drive 2101 W. Crescent St., Suite D '- :r Hauppauge, NY 11788 Anaheim, CA 92801 CUSTOMER P.O.: JOB NO.: 631/348-0282 714/535-2727 li FAX 631/348-0279 FAX 714/535-5738 MASON E.O.: 36185 DWG.NO.:WF-36185-01 SEISMIC CABLE REQUIRED: (4) TAG: SEE TABLE BELOW BRACING ASSEMBLY 2x2x1 OPTIONAL ATTACHMENT (12)12d(3-1/4") PLATE (1)3/8"0 Steel bolt y 5�1 3 " METHOD COMMON ASTM A307 min. 11/4 "�If II (1)/g(d THRU BOLTS NAILS WASHER L3x3xY4,5"LG. ASTM A-307 MIN. CLINCH AT (per bracing location) �. f )/" { # i + ��. { per bracing locations JOIST WEB / A 45° C i, .._ 0 0 —" AoLI49:„, il SCB-0 ' (OPA-0349) - REF.X1 — Y um;REF.X5C (OPA-0349) 0 @ 28"MAX.SPACING 03/8"THREADED ROD MINI. ROD STIFFENING SCBH-0. STRUT (OPA-0349) e g 0/. IF ROD EXCEEDS 18" REF.X2 EQUIPMENT ` 5„ ELEVATION 3/80 A307 BOLT 1%4" 2%2" 11/4" 433+ 2si. Iiei (2)OJ3/g°ASTM A307 BOLT OR 1ivy ASTM A36 THREADED ROD, IF WITH 2x2x%4 WASHER OF BACK SIDE OF 2x TAGS UNIT: WT.(lbs.) FC-1,2 CARRIER FMC4Z3600AL 135 7-0 MAX. FC-7,8 CARRIER FMC4Z1800AL 109 .'illi atifir.111111111111111 A r, 1�2 MIN. I 2x(MIN.SPECIFIC GRAVITY 1%"x15/"12Ga G=.50) STRUT (2)0%2"ASTM A307 BOLT OR ASTM A36 THREADED ROD, �� ALTERNATE CABLE DIRECTIONS WITH 2x2xY4 WASHER (top unit bracing) OF BACK SIDE OF 2x L3x3xy,5"LG. °4 �' L 45°t5 fit•_ �� •�� 2, fhinr; �! 3/32"DIAMETER MIN. I'U STEEL AIRCRAFT 1 u CABLE,7X19 STRAND CORE la WOOD BLOCKING TO BE DESIGNED BY STRUCTURAL ENGINEER ... 4_;I�� 1�••� _. • •; TOP VIEW '', ,DWN , CHKD BR DATE DWG.NO. WL 8/16/22 WF-36185-01 Al Pape R of 94 CERTIFIED FOR TYPE �>" MASON INDUSTRIES, Inc. JOB NAME: TERRACE GLEN APARTMENTS Anchorage j r ..- '; .\ Manufacturers of Vibration Control Products LJ--f d CUSTOMER: MASON OREGON 350 Robro Drive 2101 W. Crescent St., Suite D Details i.; Hauppauge, NY 11788 Anaheim, CA 92801 CUSTOMER P.O.: JOB NO.: I'I= 516/348-0282 714/535-2727 FAX 516/348-0279 FAX 714/535-5738 MASON E.O.:36185 DWG.NO.: WF-36185-02 TELEX 96-8464 REQUIRED: ( 1 ) TAG: MAU-1 '' '" EQUIPMENT ANCHORAGE DETAILS UNIT: WEIGHT: 16ga.Sheet Metal Strap 5"Wide w/(8)#12 Tek Screws IGX-112-H22-I 1785 LBS MIN. 16 GA. Typical(6)Places SHEET METAL STRAFi 4 Go ®, 9 1ff11 i 11�I I` 11 J.2 178%ir f \ -45 SUPPORTS IF REQUIRED i::: 1 [ sirs .....l X\ t "12 (6)SHEET METAL STRAP Z. •c 16 GA.MIN. "DIMENSION TO BE CONFIRMED / 152 A =l' I off TT ITT1 Tllio )( CURB BY NOT BY MASON INDUSTRIES 402 - r. °t111 Ill We *LOCATE BOLTS 3"FROM ENDS OF ROOF CURB THEN EQUALLY SPACE ALL OTHERS AS REQ'D. (10)Y20 MASON SASE ANCHORS 4"MIN.EDGE DISTANCE 3"NOM.EMBEDMENT 6"THICK 3000 PSI NORMAL WEIGHT CONCRETE INSTALL PER ICC ESR-3037 DWN CHKD DATE DWG.NO. WL BR 8/16/22 WF-36185-02 .,, P.m.O.,f 1 f CERTIFIED FOR TYPE \'' MASON INDUSTRIES, Inc. JOB NAME: TERRACE GLEN APARTMENTS Anchorage ' ' Manufacturers of Vibration Control Products CUSTOMER: MASON OREGON Details - 350 Rabro Drive 2101 W. Crescent St., Suite D Hauppauge, NY 11788 Anaheim, CA 92801 516/348-0282 714/535-2727 CUSTOMER P.O.: JOB NO.: —_7 FAX 516/348-0279 FAX 714/535-5738 MASON E.O.:36185 DWG.NO.: WF-36185-03 TELEX 96-8464 REQUIRED: ( 1 ) TAG: MAU-2 f I EQUIPMENT ANCHORAGE DETAILS UNIT: WEIGHT: IGX-112-H22-G 1710 LBS MN.16 GA. 16ga.Sheet Metal Strap SHEET METAL STRAP 5"Wide WI(8)#12 Tek Screws ..v,,,,/---- Typicai(6)Places ® ® i ® Ie 2' 12 12 1-2-116 `—2 X 178% dr I \ -45 SUPPORTS IF REQUIRED Xi t r... cTs: ... *12 / foe (6)SHEET METAL STRAP 16 GA.MIN. **DIMENSION TO BE CONFIRMED 152 ,� /AII. or ° TTT'o \ \/\ CURB BY NOT BY MASON INDUSTRIES 40Y2 OwlIlia° \ - r' L_ *LOCATE BOLTS 3"FROM ENDS OF ROOF CURB (10)Yz0 MASON SASE ANCHORS THEN EQUALLY SPACE ALL OTHERS AS REQ'D. 4"MIN.EDGE DISTANCE 3"NOM.EMBEDMENT 6"THICK 3000 PSI NORMAL WEIGHT CONCRETE INSTALL PER ICC ESR-3037 DWN CHKD DATE DWG.NO. WL BR 8/16/22 WF-36185-03 AO Pave 1(1 a'M SCB - SEISMIC CABLE BRACE . PRESTRETCHED r GALVANIZED _----- �`�p AIRCRAFT CABLE /// �'y 7 x 19 STRAND CORE // PRESTRETCHED /It, GALVANIZED AIRCRAFT CABLE ` 7 x 19 STRAND CORE SCB-0 /4E , i/� / D 7-frifik // CABLE BRACE ANCHOR (Formed Steel) ��� ��t TYPE SCB ASSEMBLY At ii ,, RATINGS AS CONTROLLED BY �` CABLE BREAKING STRENGTH B F l,,/ / OSHPD Minimum A /� Cable Max. Torque �/ •�� Dia. Ratings on Bolts „H„ ��� Size in(mm) lbs(kN) ft-lbs(N-m) BOLT DIA. ,,� SCB-0 1/16* 235 30 (1.6) (1) (41) „G„ / & /. E SCB-0 3l32* 460 30 HOLE DIA. (2.4) (2.1) (41) `� SCB-0 3/32 500 30 (2.4) (2.2) (41) �'� SCB-1 1/8 975 25 ��� (3) (4.3) (34) 14 SCB-2 3/16 2050 45 ;�.�e(4444( � (5) (9.1) (61) �� 1/4 3150 55 SCB-3 (6) (14.0) (75) SCB-4 3/8 6875 200 (10) (30.5) (271) C 7 x 7 STRAND CORE B� TYPE SCB ANCHOR DIMENSIONS-inches(mm) A Size A B C D E F G H SCB-0 15/16 11/2 3/4 15/16 13/4 - 7/16 1/2 (33) (38) (19) (24) (44) (-) (13) (13) SCIB-1 thru 4 SCB-1 1 3/8 2 1 15/16 3 3/8 1 1/2 9/16 1/2 (35) (51) (25) (24) (86) (38) (14) (13) SCB-2 1 5/8 2 3/4 1 3/8 1 3/16 4 3/8 1 3/4 11/16 5/8 (41) (70) (35) (30) (111) (45) (17) (16) SCB-3 2 3 1/2 1 3/4 1 7/16 4 3/4 2 13/16 3/4 (51) (89) (45) (37) (121) (51) (21) (19) SCB-4 3 1/8 5 2 1/2 1 15/16 5 3/4 2 1/4 1 5/16 1 NOTE:BRACKET MATERIAL IS A36 STEEL (79) (127) (64) (49) (146) (57) (33) (25) A MASON INDUSTRIES, Inc. APPROVED �` � Manufacturers of Vibration Control Products Fixed Equipment Anchorage i �' \ NY Mailing Address:PO Box 410,Smithtown,NY 11787 Office of Statewide Health Planning and Development - 350 Rabro Drive 2101 W.Crescent Ave.,Suite D Hauppauge,NY 11788 Anaheim,CA 92801 � i 631/34 8-0282 714/535-2727 C .D FAX 631/348-0279 FAX 714/535-5738 38 Info@Mason-Ind.com Info@ MasonAnaheim.com omt � on 4-4y December 22,2006 Page 24400tok." Nivolimiks: "© Dhiru Mali Anthony .Pike Structural Engineer )(I y (916)654-3362 California SE No.2811 .. Pana 11 nf')A pen AutoCAD the . SCBH - SEISMIC CABLE BRACE WITH HOOK ATTACHMENT PRESTRETCHED PRE-STRETCHED % D GALVANIZED AIRCRAFT CABLE GALVANIZED '/ 7 x 19 STRAND CORE AIRCRAFT CABLE ��/� 7 x 19 STRAND CORE 4. Ilk E /�;�\ it 4lio ------ SCBH-0 IC, �` c \%"............../ '`� /� TYPE SCBH ASSEMBLY B _�� RATINGS AS CONTROLLED BY A �� CABLE BREAKING STRENGTH /►1 ' OSHPD Minimum BOLT DIA. ��� �, Cable Max. Torque E Dia. Ratings on Bolts �/ �/ Size in(mm) Ibs(kN) ft-Ibs(N-m) "G"INSIDE , SCBH-0 (1.16) (1) (6* 235 41) HOOK DIA. 0 SCBH-0 3/32 500 30 (2.4) (2.2) (41) I SCBH-1 1/8 975 25 (3) (4.3) (34) �, SCBH-2 3(5) 2050 45 61 C / (5) (9.1) (61) '1 / ` CABLE BRACE ANCHOR 1/4 3150 55 (Formed Steel) SCBH-3 x (6) (14.0) (75) *7 x 7 STRAND CORE B TYPE SCBH ANCHOR DIMENSIONS-inches(mm) A Additional Standard Rod Sizes Size Rod Size with Washer* A B C D E F G H SCBH-0 3/8 1/4 13/8 21/16 11/16 15/16 13/4 - 3/8 1/2 (10) (6) (35) (52) (18) (24) (45) (-) (10) (13) SCBH-1 thru 3 5/8 3/8 to 1/2 1 7/8 2 3/8 1 1 3 3/8 1 1/2 5/8 1/2 SCBH-1 (16) (10 to 13) (48) (60) (25) (25) (86) (38) (16) (13) SCBH-2 7/8 1/2 to 3/4 2 7/8 3 3/4 1 3/8 1 3/16 4 3/8 1 3/4 7/8 5/8 (22) (13 to 19) (73) (95) (35) (30) (111) (45) (22) (16) SCBH-3 1 1/8 5/8 to 1 3 1/2 4 3/4 1 3/4 1 7/16 4 3/4 2 1 1/8 3/4 (29) (16 to 25) (89) (121) (44) (37) (121) (51) (29) (19) STANDARD ROD STANDARD WASHER WITH FULL NUT PULL SCBHs SNUG —(Min.OD=2.5 x Rod Dia.) BEFORE TIGHTENING NUT. L�! _ 44,3)y—ril i-'1U PLAN VIEW OF SCBH INSTALLATION --- -O . N, MASON INDUSTRIES, Inc. APPROVED A''ec'"°'"" Manufacturers of Vibration Control Products ir s a r •lax °"'. _.E_': NY Mailing Address:PO Box 410,Smithtown,NY 11787 350 Rabro Drive 2101 W.Crescent Ave.,Suite D California Office of Statewide �. Hauppauge,NY 11788 Anaheim,CA 92801 Health Planning and Development 631/348-0282 714/535-2727 l- FAX 631/348-0279 FAX 714/535-5738 FIXED EQUIPMENT ANCHORAGE Info@Mason-Ind.com Info@MasonAnaheim.com OPA-0349 August 5, 2002 Page 24X2 Dhiru Mali 1---, Structural Engineer Bill Staehlln(916)654-3362 California SE No.2811 •, D....e 1") ....F 7A MASON INDUSTRIES, Inc. JOB NAME TERRACE GLEN APARTMENTS Manufacturers of Vibration Control Products MASON OREGON U CC _ , .:• 350 Rabro Drive 2101 W.Crescent Ave.,Suite D CUSTOMER Hauppauge,NY 11788 Anaheim,CA 92801 CUSTOMER P.O. SEISMIC ROD 631/348 0282 714/535 2727 FAX 631/348-0279 FAX 714/535-5738 MASON M.I.EO CLAMPS FOR Info@Mason-Ind.com STRUT 5.--- �� vvww.Mason-ind.com DWG.NO.X5C CHANNELS II THREADED ROD TYPE UCC WITH STEEL STRUT ASSEMBLY RATINGS Maximum Strut Stiffener Maximum STRUT STIFFENER Size Compressive Max UCC Force Minimum Size Spacing u in(mm) lbs(kN) In(mm) Length I (mm) /u In(mm) ( ) t 3/8 425 1 5/8 x 1 5/8 x 12 Gage 96 28 1 u� (10) (1.9) (41 x 41 x 2.5) (2438) (711) u 1275 1 5/8 x 1 5/8 x 12 Gage 96 38 ........., , 1/2 (5.6) (41 x 41 x 2.5) (2438) u I (13) 1200 1 5/8 x 1 5/8 x 12 Gage 120 (965)38 u (5.3) (41 x 41 x 2.5) (3048) (965) 'u 1475 1 5/8 x 1 5/8 x 12 Gage 96 48 r u % 5/8 (6.5) (41 x 41 x 2.5) (2438) (1219) (16) 1325 1 5/8 x 1 5/8 x 12 Gage 120 48 j (5.9) (41 x 41 x 2.5) (3048) (1219) ,i,>� ,j� 3/4 2500 1 5/8 x 1 5/8 x 12 Gage 144 57 �/)J► itt,p�`� (19) (11.1) (41 x 41 x 2.5) (3658) (1448) 0 1/2"-13UNC x 1-1/2"(38) LOCKING BOLT ■. TORQUE TO 10 ft-lbs(13.5 N-m) ,., u -,o] 1-3/16" (30) APPROVED O Fixed Equipment Anchorage Office of Statewide Health Planning and Development 1-5/16" 1-1/4"—► OPA-0349 (33) (32) ; .. !!! on %," I. January�16,2009 ' Anthony R.Pike (916)440-8470 Certification Form S-134 04/2014 IDWN: WL ICHKD: GR IDATE: 10/21/19 !DWG.No. X5C A6 Page 13 of 24 MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS Manufacturers of Vibration Control Products SEISMIC RESTRAINT: SCB (SEISMIC CABLE BRACING) 350 Rabro Drive 2101 W. Crescent St., Suite D Hau631/3ppauge48-02, 02 8211788 Anaheim, CA 92801 REFERENCE CODE(S): ASCE 7 714/535-2727 _j FAX 631/348-0279 FAX 714/535-5738 TELEX 96-8464 PAGE 1 Equipment overturning calculations based on seismic load applied at a critical angle. As defined in ASCE 7, section 13.3.1, the seismic Horizontal force, Fph, may be calculated using the following formula: 0.4a S W p DS p z '1h(carc) _ /R 1+ 2 P_ 'p / Except that: Fph shall not be less than Fph(min)=0.3SosIpWp and need not be more than Fph(max)= 1.6SDSlpWp. Where: Wp = Component operating weight ap = Component Amplification Factor, refer to ASCE Table 9.6.3.2 Rp = Component Response Modification Factor, refer to ASCE Table 9.6.3.2 Sds= Design spectra response acceleration at short period, refer to ASCE section 9.4.1.2.5 Ip = Component Importance Factor, refer to ASCE section 9.6.1.5 z = Component Attachment Elevation with respect to grade. h = Structure Roof Elevation with respect to grade. Convert from Design Strength to Allowable Stress Design: Fph(a)= Fph*0.7 Fpv= 0.2*Sds*Wp*0.7 6 TENSION IN CABLES DUE TO SEISMIC FORCES: For worst loading condition, apply Fph along the same line as on cable. Only one cable will be tensioned. All four cables will resist the vertical force, Fpv. F T. = ph(a) + *p,�(a) Fpv Cos° 4 Sine If T. < Tc(atlow) O. K. Fph STEEL ANCHOR DESIGN: — r W ELEVATION Tbolt _T * Cos9*Prying Factor Fph Sine 8 Vhoit = Tc * n=number of anchors Reference AISC, 13th Edition,Chapter J3.6(ASD) it PLAN VIEW ft- Tbolt fv=Vbolt At Ak Rn Tallow= = F'nt2 Ab Tc F'nt= 1.3*Fnt- �Fnvnt fv L Fnt T bolt Vallow= Rn = Fnv2 Ab '`` Fnt&Fnv from table J3.2 Ab= nominal unthreaded body area V bolt � �;► Check for: Tbolt G 1.00 & Vbolt Z 1,00 Tallow Vallow DWN:WL CHKD:TH DATE: 8/16/22 w1 P"age 14 of 24 MASON INDUSTRIES, Inc. SEISMIC OVERTURNING CALCULATIONS "� Manufacturers of Vibration Control Products JOB NAME: TERRACE GLEN APARTMENTS i ,1,. 350 Rabro Drive 2101 W.Crescent,Ste.D CUSTOMER: MASON OREGON Hauppauge,NY 11788 Anaheim,CA 92801 EO NUMBER 36185 631/348-0282 714/535-2727 FAX 631/348-0279 FAX 714/535-5738 8/17/2027 PAGE 2 Tag: FC-1,2 FC-7,8 Max.Weight,Wp= 135 109 ap= 2.50 2.50 Rp= 2.50 2.50 Sns= 0.69 0.69 Ip= 1.00 1.00 z= 1.00 1.00 h= 1.00 1.00 Fph(cats.)= 112 91 Fph r,nin./= 28 23 Fph(max.)= 150 121 Fph(a)= 79 63 Fpv= 13 11 Seismic Force Ratio= 0.58 0.58 theta(deg)= 45 45 theta(rad)= 0.785398 0.785398 #of Braces resisting Fph= 1 1 #of Braces resisting Fpv= 4 4 Tc= 115.77 93.47 Seismic Cable Brace= SCB-0 SCB-0 Cable Size= 3/32" 3/32" Tc(allow)= 500.00 500.00 Check Cable= O.K. O.K. Anchor Bolt Size= 3/8 3/8 Steel Bolt Quality= A307 A307 Ab= 0.110 0.110 At= 0.078 0.078 Ak= 0.074 0.074 No. of bolts per brace= 1 1 SCB Prying Factor= 1.00 1.00 Tbolt= 81.86 66.09 Vbolt= 81.86 66.09 ft= 1049.50 847.37 fv= 1103.24 890.77 T allow= 2485 2485 V allow= 1325 1325 Fnt= 45000 45000 Fnv= 24000 24000 F'nt= 45000 45000 Tcheck= 0.03 0.03 Vcheck= 0.06 0.05 Manual of American Institute of Steel Construction, Allowable Stress Design, 13th Edition PAGE 2 Printed 8/17/2022 36185-SCB W2 Pane 15 of 24 3-,a:::. _� ii.fir."is, MASON INDUSTRIES,Inc. SEISMIC OVERTURNING CALCULATIONS r?ie Manufacturers of Vibration Control Products JOB NAME: TERRACE GLEN APARTMENTS 350 Rabro Drive 2101 W.Crescent,Ste.D CUSTOMER: MASON OREGON Hauppauge,NY 11788 Anaheim,CA 92801 EO NUMBER: 36185 L 631/348-0282 714/535-2727 EQUIPMENT TAGS: MAU-1 FAX 631/348-0279 FAX 714/535-5738 8/17/2022 DWG.NO: 361 85-02C I SEISMIC DESIGN FOR NONSTRUCTURAL COMPONENT PER ASCE 7-10&7-16.SECTION 13.3.1 (All Units Are in Lbfand Inches) Max.Component Weight,Wp= 1785 Component Aplification Factor,ap= 2.5 (ASCE 7, Table 13.6-1) Component Response Modification Factor,Rp= 6.0 (ASCE 7, Table 13.6-1) *Design Overstrength Factor,00= 2.0 (ASCE 7, Table 13.6-1)for Concrete Anchorage Designs Only Spectral Acceleration,Sds= 0.690 (ASCE 7,Section 11.4.4 or per Structural Plans) Component Importance Factor,Ip= 1.00 (ASCE 7,Section 13.1.3 or per Structural Plans) Ratio of Elevation Height vs.Mean Roof Height,z/h= 1.00 (0 for Grade Level or Below, 1 for Roof Level) Horizontal Seismic Force(LRFD): 0.4 ASD Conversion Factor= 0.7 Fph = SdsyVp (1+ 2 h) = 616 (ASCF. 7,Equation 13.3-1) = 431 (ASD Level) CIO) Fph(minimum) = O.3SdsIpWp = 369 (ASCE 7,Equation 13.3-3) = 259 (ASD Level) Fph(maximum) = 1.6Sd5IpWp = 1971 (ASCE 7,Equation 13.3-2) = 1379 (ASD Level) Fph (governing)= 616 = 431 (ASD Level) Horizontal Seismic"G"Force Ratio= 0.35 0.24 (ASD Level) Vertical Seismic Component(LRFD): Fpv = O.2SdsWp = 246 = 172 (ASD Level) Component Seismic Restraints Layout& Critical Overturning Angle: Seismic Restraint/Mount Model= Direct Anchorage Total Number of Seismic Restraint Locations,N= 10 Maximum Length Between Restraints,bl = 152 Maximum Width Between Restraints,b2= 41 $�''---/ Combined C.G.Height of Component,h= 34 J I X 0 _ N(N+ 2) 2 S H ' Ixx 12(N—2)b1 = 28880 FP Fph' Cos$ Iyy = 4 b2 = 4101 Y Fph * Sin$II Y Iyybl !M. S-----11QT B = tan-1(--Ixxb2)= 0.49 rad Q X 0 28 deg 5 I i,Fpv FP v Fph 'Cos$ Fph* Sin$ <,____, 02 Wp © I' 0 P 0 -- b2 bi DWN:WL I DWG.NO.: 36185-02C1 36185-MAU w3 Page 16 of 24 1;=i- •rt, . MASON INDUSTRIES.Inc. SEISMIC OVERTURNING CALCULATIONS "" Manufacturers of Vibration Control Products JOB NAME: TERRACE GLEN APARTMENTS �2— 350 Rabro Drive 2101 W.Crescent,Ste.D CUSTOMER: MASON OREGON Hauppauge,NY 11788 Anaheim,CA 92801 EO NUMBER: 36185 "" 631/348-0282 714/535-2727 EQUIPMENT TAGS: MAU-I s FAX 631/348-0279 FAX 714/535-5738 8/17/2022 DWG.NO: 361 85-02C2 Based On Seismic Horizontal Force Applied on Component At a Critical Angle,0 Maximum Uplift at Restraint Location#2: (LRFD) 0.9Wp —Fpt, —Fph* COS 0 *h*b2 _Fph*sin g *h *bl Pt — = 19 (No Uplift!) N 2 *IVY 2 *Ixx 0.6 Wp — Fp„(ASD) Fph(ASD)*COS 9*h*b2 Fph(ASD)*Sin 9 *h *bl (ASD) Ft(ASD) - — — = 8 N 2 *Irr 2 *Ixx Maximum Compression at Restraint Location#4: Wp +F1, Fph* cos B*h*b2 Fph*sin g *h*b1 (LRFD) Pc = N + + 2 *I = 320 2 *I YY XX (ASD) Pc(ASD) — Wp +Fpv(ASD) +Fph(ASD)*cos 0 *h*b2+Fph(ASD)*sin B *h*bl _ 278 N 2 *IVY 2 *IXx Maximum Shear Per Restraint Location: (LRFD) Ps = F = 62 Fph(ASD)(ASD) Ps(ASD) = N — 43 Concrete Anchoraee Desiens(LRFD): Na Number of Anchors Per Restraint Location,n= 1 Na = Pt *fl0= 0 (No Uplift) ,( ,\` .^i - Vy = Ps *cos 0 * flo = 109 — ®Y Vx = Ps * sin g *flo = 58 VX (Refer to Concrete Anchorage Design Software Anaylis for Anchor Selections and Results) DWN•WL DWG.NO.: 36185-02C2 36185-MAU W4 Page 17 of 24 ; ;;" MASON INDUSTRIES,Inc. SEISMIC OVERTURNING CALCULATIONS Manufacturers of Vibration Control Products JOB NAME: TERRACE GLEN APARTMENT • i 350 Rabro Drive 2101 W.Crescent,Ste.D CUSTOMER: MASON OREGON Hauppauge,NY 11788 Anaheim,CA 92801 EO NUMBER: 36185 631/348-0282 714/535-2727 EQUIPMENT TAGS: MAU-2 -" FAX 631/348-0279 FAX 714/535-5738 8/17/2022 DWG.NO: 36185-03C 1 SEISMIC DESIGN FOR NONSTRUCTURAL COMPONENT PER ASCE 7-10&7-16.SECTION 13.3.1 (All Units Are in Lbf and Inches) Max.Component Weight,Wp= 1785 Component Aplification Factor,ap= 2.5 (ASCE 7, Table 13.6-1) Component Response Modification Factor,Rp= 6.0 (ASCE 7, Table 13.6-1) *Design Overstrength Factor,Qo= 2.0 (ASCE 7, Table 13.6-1)for Concrete Anchorage Designs Only Spectral Acceleration,Sd$= 0.690 (ASCE 7,Section 11.4.4 or per Structural Plans) Component Importance Factor,Ip= 1.00 (ASCE 7,Section 13.1.3 or per Structural Plans) Ratio of Elevation Height vs.Mean Roof Height,z/h= 1.00 (0 for Grade Level or Below, 1 for Roof Level) Horizontal Seismic Force(LRFD): ASD Conversion Factor=0.7 Fph = 0.4 S\ (1 -I- 2 ) = 616 (ASCE 7,Equation 13.3-1) = 431 (ASD Level) (Ip) Fph(minimum) = O.3SdsIpWp = 369 (ASCE 7,Equation 13.3-3) = 259 (ASD Level) Fph(maximum) = 1.6SdsIpWp = 1971 (ASCE 7,Equation 13.3-2) = 1379 (ASD Level) Fph (governing)= 616 = 431 (ASD Level) Horizontal Seismic"G"Force Ratio= 0.35 0.24 (ASD Level) Vertical Seismic Component(LRFD): Fp„ = O.2SdsWp = 246 = 172 (ASD Level) Component Seismic Restraints Layout& Critical Overturning Anele: Seismic Restraint/Mount Model= Direct Anchorage Total Number of Seismic Restraint Locations,N= 10 Maximum Length Between Restraints,bl = 152 �—/ Maximum Width Between Restraints,b2= 41 $ Combined C.G.Height of Component,h= 34 40 < i X 0 _ N(N+ 2) ® S lxx 12(N—2)b1 = 28880 Fpf Fph Cos$ N z =lyy = 4 bz 4101 Y Fph * Sin$ Y 9 = tan- lyyb' 1(lxxbz)== 0.49 rad O x 0 1 28 deg 4SI " Fpv Fpv Fph *Cos& Fph * in$ Q Wp Q h 0p 0 b2 bi DWN•WL DWG.NO.: 36185-03C1 36185-MAU-2 W5 Page 18 of 24 "' kip" MASON INDUSTRIES,Inc. SEISMIC OVERTURNING CALCULATIONS ifilA..-t..S E ' Manufacturers of Vibration Control Products JOB NAME: TERRACE GLEN APARTMENTS 350 Rabro Drive 2101 W.Crescent,Ste.D CUSTOMER: MASON OREGON Hauppauge,NY 11788 Anaheim,CA 92801 EO NUMBER: 36185 631/348-0282 714/535-2727 EQUIPMENT TAGS: MAU-2 FAX 631/348-0279 FAX 714/535-5738 8/17/2022 DWG.NO: 36 1 85-02C2 Based On Seismic Horizontal Force Applied on Component At a Critical Angle,0 Maximum Uplift at Restraint Location#2: 0.9W,, —Fpv Fph*COS h*h*b2 Fph*sin 0 *h*b1 (LRFD) Pt — — — = 19 (No Uplift!) N 2 *Iyy 2 *Ixx 0.6 Wp — Fp„(ASD) Fph(ASD)*COS 0 *h*b2 Fph(ASD)*sin 0 *h*b1 (ASD) Pt(ASD) = N — — = 8 2 *Iyy 2 *IXx Maximum Compression at Restraint Location#4: ) c = + + Wp +Fp„ Fph*Cos0 *h*b2Fph*sing *h *bl (LRFD) P = 320 N 2 *Iyy 2 *IXx (ASD) PC ASD — Wp +Fpv(ASD) +Fph(ASD)*cos 6 *h *b2 + Fph(ASD)*Sin 0 * h*b1 — 278 ( ) N 2 *Iyy 2 * IXx Maximum Shear Per Restraint Location: (LRFD) Ps = F = 62 Fph(ASD)(ASD) Ps(ASD) = N — 43 Concrete Anchorage Designs(LRFD): Na Number of Anchors Per Restraint Location,n= 1 1` --iv. Na = Pt *S1o= 0 (No Uplift) -tt.' „ V = Ps cos 8 * �' ___— n y * �o = 109 � �� Vy I'� 'e Vx = Ps * sin 8 *f10 = 58 VX (Refer to Concrete Anchorage Design Software Anaylis for Anchor Selections and Results) DWN:WL IDWG.NO.: 36185-02C2 3 6185-MAU-2 w6 Page 19 of 24 SIMPSON Anchor DesignerTM Company: MASON IND. Date: 8/16/2022 Engineer: RAYMOND LONG Page: 1/5 Strong-Tie Version Strong Project: TERRACE GLEN APARTMENTS Version 3.0.7947.112 Address: Phone: E-mail: 1.Proiect information Customer company:MASON OREGON Project description:ANCHORAGE CALCULATIONS FOR MAU-1,2. Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):6.00 State:Cracked Anchor Information: Compressive strength,f.(psi):3000 Anchor type:Torque controlled expansion anchor W.,v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.500 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):3.000 Reinforcement provided at corners:No Effective Embedment depth,her(inch):2.500 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-3037 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility:Yes Build-up grout pad: No horn,(inch):4.44 cec(inch):6.33 Ceee(inch):4.00 Smin(inch):2.75 Recommended Anchor Anchor Name:Strong-Bolt®2-1/20 CS Strong-Bolt 2,hnom:3"(76mm) Code Report: ICC-ES ESR-3037 -'t y� yam} Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com W7 Page 20 of 24 SIMPSON Anchor Designer TM Company: MASON IND. Date: 8/16/2022 Engineer: RAYMOND LONG Page: 2/5 Strong-Tie Project:Project: TERRACE GLEN APARTMENTS Version 3.0.7947.112 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable flo factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[lb]:0 Vuax[lb]:58 Vuay[IN: 109 <Figure 1> Z Olb f m1 109 lb • X 58 lb Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com wa Page 21 of 24 • SIMPSON Anchor DesignerTM Company: MASON IND. Date: 8/16/2022 Engineer: RAYMOND LONG Page: 3/5 Strong-TieSoftware Strong Project: TERRACE GLEN APARTMENTS Version 3.0.7947.112 Address: Phone: E-mail: <Figure 2> „ . , •. ix) 0 \3 ■ N 4. 00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company In 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com wA Page 22 of 24 • SIMPSON Anchor Designer TM Company: MASON IND. Date: 8/16/2022 Engineer: RAYMOND LONG Page: 4/5 `, Software Project: TERRACE GLEN APARTMENTS Version 3.0.7947.112 Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) 1I(Vuax)2+(Vuay)2(lb) 1 0.0 58.0 109.0 123.5 Sum 0.0 58.0 109.0 123.5 Maximum concrete compression strain(%o):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(lb):0 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec.17.5.1) Vsa(Ib) Ogrout 0 09ro1401/sa(Ib) 6510 1.0 0.65 4232 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=min17(/e/da)02'1daaa'1fccafi-5;92aNifooa11s1(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) as re(psi) co(in) Vby(Ib) 2.50 0.500 1.00 3000 4.00 2992 0/co=0(AVc/Avco)Yed,v l'c,vY'h,vVby(Sec. 17.3.1 &Eq.17.5.2.1a) Ave(in2) Avco(in2) Ped,v Pc,v Y'h,v Vby(Ib) 0 1 Vcby(Ib) 60.00 72.00 0.900 1.000 1.000 2992 0.70 1571 Shear perpendicular to edge in x-direction: Vbx=minI7(/e/da)°.24dxab\feCa115;9a.8ifcCafl.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) as Pc(psi) cal(in) Vbx(lb) 2.50 0.500 1.00 3000 4.00 2992 OVcbx=0(Ave/Avco)Yed,VY'c,VY"h,VVbx(Sec. 17.3.1 &Eq. 17.5.2.1a) Ave(in2) Avco(in2) Y'ed,v rYc,v Y'h,V Vbx(Ib) 0 .Vcax(Ib) 60.00 72.00 0.900 1.000 1.000 2992 0.70 1571 Shear parallel to edge in y-direction: Vbx=minl7(4/da)°•21ldaaa`lfcca115;9a.8Vf6C01.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) da(in) a.a f'c(psi) co(in) Vbx(lb) 2.50 0.500 1.00 3000 4.00 2992 OV cby=0(2)(Avc/Avco)Yed,v Pc vY'n,VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1a) Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com w10 Page 23 of 24 SIMPSON Anchor Designer TM Company: MASON IND. Date: 8/16/2022 Software Engineer: RAYMOND LONG Page: 5/5 I t.;'.c ", _. Project: TERRACE GLEN APARTMENTS Version 3.0.7947.112 Address: Phone: E-mail: Avc(in2) Avco(in2) Vied,v y'c,v 1'h,v Vex(Ib) 0 OVcby(Ib) 60.00 72.00 1.000 1.000 1.000 2992 0.70 3491 Shear parallel to edge in x-direction: Vby=minI7(4/da)°2�da2a\if ccai'5;92a)frscar'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) de(in) 2a f'c(psi) car(in) Vby(Ib) 2.50 0.500 1.00 3000 4.00 2992 0V cbx=0(2)(A vc/Avco)I ed,V Pc vV'h,VVby(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1 a) Avc(in2) Avco(in2) Wed,V 'Pc,v 'Ph,v Vby(Ib) 0 0Vcbx(Ib) 60.00 72.00 1.000 1.000 1.000 2992 0.70 3491 10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5,3) 0Vcp=r kcpNcb=0kcp(ANc/ANco)Y'edN'Pc,N`Pcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 a) kcp ANC(in2) ANco(in2) Ped,N y'c,N Wcp,N Nb(Ib) 0 /6Vcp(lb) 2.0 56.25 56.25 1.000 1.000 1.000 3681 0.70 5153 11. Results 11.Interaction of Tensile and Shear Forces(Sec.D.7)? Shear Factored Load,V.(Ib) Design Strength,eV.(Ib) Ratio Status Steel 123 4232 0.03 Pass T Concrete breakout y+ 109 1571 0.07 Pass T Concrete breakout x+ 58 1571 0.04 Pass II Concrete breakout y+ 58 3491 0.02 Pass II Concrete breakout x+ 109 3491 0.03 Pass Concrete breakout, - - 0.08 Pass(Governs) combined Pryout 123 5153 0.02 Pass 1/2"0 CS Strong-Bolt 2,hnom:3"(76mm)meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.corn w11 Page 24 of 24 FOR OFFICE USE ONLY-SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard COMMUNITY DEVELOPMENT DEPARTMENT III . Transmittal Letter T I G A R D 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: DATE RECEIVED: DEPT: BUILDING DIVISION EEC NEL/ FROM: Laura Waddick AUG 2 4 2022 COMPANY: Walsh Construction Company CITY OF TIGiUr/ PHONE: (971)303-3573 BUILDING DIVISION EMAIL: lwaddick@WalshConstruction.com RE: 9660 SW Greenburg Road,Tigard,OR 97223 4344{,42821-ft1-86/BU P2021-00188 (Site Address) (Permit Number) Terrace Glen Apartments (Project name or subdivision name and lot number) ATTACHED ARE THE FOLLOWING ITEMS: Copies: Description: Copies: Description: Additional set(s) of plans. Revisions: Cross section(s) and details. Wall bracing and/or lateral analysis. Floor/roof framing. Basement and retaining walls. Beam calculations. 2 Engineer's calculations. 2 Other(explain):Seismic drawings and engineering for mechanical equipment REMARKS: Seismic drawings and engineering for mechanical equipment for the EAST&WEST Buildings (Material=$55,490.00 / Labor=$33,293.00 / Total Cost=$88,783.00) FOR OFFICE USE ONLY Routestqb Pe it Tech eian Date: C� - 7- Z Z Initials. Fees Due: ]Y - [ No Fee Description: Amount e: n Pro rA 5 $ plc rr t Special Instructions: Reprint Permit (per PE): ❑ Yes No E Done Applicant Notified: l --' Date: Initials: -0