HomeMy WebLinkAboutUntitled f..:".:-%,z,` � ` ' . ''-_ *PermrtNO RALT 18 1339
City of Arcadia,CAiv}//4c::::10,7*.
Development Services Department dltttecatton240ntiostOfficeBox 60021Adrttlterarianca106s f ' j ]tw:fldknRes-ti-rt - .•- +
(626)574-5416 s -_ ,� k' - r ,permitStatus,-Issued '
ARCADIA Issueyoate Q7/27/2o1:3t Expiration: 01/23/2019
Addr NO. Dir Prefix Street Name Street Suffix Unit City,State,Zip Parcel Number
1164 W Duarte RD Arcadia,CA 5382002028
Contacts
ROBERT BARBERA Owner LA STRUCTURAL LLC General Contractor(B)
1164 W DUARTE RD 1112 N CORDOVA ST,BURBANK,CA 91505
(323)333-2562
Description:REFTRO FIT BUILDING USING CANTILEVER Valuation: S 45.000.00 Tenant
COLUMNS. Total Sq Feet: 0.00 ` Plan Check# Plan#
Fees Amount Payments Amount Paid
Building Issuing Fee $44.35 Total Fees $1,283.99
Building Permit Fees $742.75 Cash/Receipt#REC-001865-2018 $1,283.99
Building Plan Review Fee $482.79
Amount Due: $0.00
Green Building Standard $2.00
Solid Waste Management Fee $6.25
Strong Motion Inst.Program Res $5.85
Total: $1,283.99
CALLS FOR INSPECTIONS
Request for inspection by telephone at 626-574-5450. Leave a message
requesting the address,timeframe and what inspection item is needed.
This permit/plan review expires by time limitation and becomes null and
void if the work authorized by the permit is not commenced within 180 days
from the date of issuance or if the permit is not obtained within 180 days
from the date of plan submittal.This permit expires and becomes null and
void if any work authorized by this permit is suspended or abandoned for 180
consecutive days or if no progressive work has been verified by a City of
Arcadia building inspector for a period of 180 consecutive days.
o COMPLETED
,,i
4 July 27,2018
Issued By: Date
July 27,2018 Page 1 of 1
+
aPERMIT/PLAN REVIEW APPLICATION
04i ..... s„-Th .-
111.
%,-....- /,-
Development Services Department,240 West Huntington Drive,Post Office Box 60021
m• oro, Arcadia, CA 91066-6021, (626)574-5416,Fax (626)447-9173
City of
Arcadia
LICENSED CONTRACTOR'S DECLARATION WORKERS'COMPENSATION DECLARATION
❑ I hereby affirm under penalty of perjury that I am licensed under provisions of I hereby affirm under penalty of perjury one of the following:
Chapter 9(commencing with Section 7000,of Division 3 of the Business and
Professions Code;n,and my license is in full force and effect. 0 I have and will maintain a certificate of consent to self-insure for workers'
License Class 1> icense /01530 Exp, 12/2 z7/1p1,) compensation, as provided for by Section 3700 of the Labor Code, for the
Signature of Contractor I-4.01` I -e.zrte ' performance of the work for which this permit is issued.
OWNER-BUILDER DECLARATION �I have and will maintain workers'compensation insurance,as required by Section
❑ I hereby affirm under penalty of perjury that I am exempt from the Contractors 3700 of the Labor Code,for the performance of the work for which this permit
is issued.My workers'compensation insurance carrier and policy numbers are:
License Law for the following reason(Section 7031.5,Business and Professions �! L- t
Code.My city or county which requires a permit to construct,alter,improve, Carrier cN'rc 62n peAsafl d A
demolish,or repair any structure,prior to its issuance,also required the applicant
Policy Number 922. 6
for such permit to file a signed statement that he or she is licensed pursuant to the (This section need not be completed if the permit is for one hundred dollars or less)
provisions of the Contractors License Law(Chapter 9(commencing with Section
7000)of Division 3 of the Business and Professions Code)or that he or she is
exempt there from and the basis for the alleged exemption. Any violation of 0 I certify that in the performance of the work for which this permit is issued,I shall
Section 70315 by any applicant for a permit subjects the applicant to a civil not employ any person in any manner so as to become subject to the workers'
penalty of not more than five hundred dollars($500)): compensation Laws of California,and agree that if I should become subject to the
workers'compensation provisions of Section 3700 of the Labor Code,I shall
❑I, as owner ofthe property, or my employees with wages as their sole forthwith comply with those provisions.
compensation,will do the work,and the structure is not intended or offered for -
sale(Section 7044,Business and Professions Code:The Contractors License Date .7/ 7// Signature _
Law does not apply to an owner of property who builds or improves thereon, '
or who does such work himself or herself or through his or her own
employees,provided that such improvements are not intended or offered for WARNING: Failure to secure Workers'Compensation coverage is unlawful,
sale,If,however,the building or improvement is sold within one(1)year of and shall subject an employer to criminal penalties and civil fines up to one
completion,the owner-builder will have the burden of proving that he or she hundred thousand dollars($100,000),in addition to the cost of compensation,
did not build or improve for the purpose of sale). damages as provided for in Section 3706 of the labor Code, interest, and
attorney's fees.
0 I, as owner of the property, am exclusively contracting with licensed
contractors to construct the project(Section 7044,Business and Professions
Code:The Contractors License Law does not apply to an owner of property CONSTRUCTION LENDING AGENCY
who builds or improves thereon,and who contracts for such projects with a I hereby affirm under penalty of perjury that there is a construction lending agency
contractor(s)licensed pursuant to the Contractors License Law). for the performance of the work for which this permit is issued (Section 3097,
Civil Code).
0 I am exempt under Section 7044,Business and Professions Code,for this reason:
Lender's Name
Date Signature _ Lender's Address
IMPORTANT: APPLICATION IS HEREBY MADE TO THE BUILDING OFFICIAL FOR A PERMIT SUBJECT TO THE CONDITIONS AND
RESTRICTIONS SET FORTH ON THIS APPLICATION AND THE FOLLOWING:
1. The City's approved plans and permit inspection card must remain on the job site for use by City inspection personnel.
2. Final inspection of the work authorized by this permit is required.A Certificate of Occupancy must be obtained prior to use and occupancy of new buildings
and structures:
3. Per South Coast Air Quality Management District(AQMD)regulations,renovation and remodeling work that results in the removal,stripping,or altering
of asbestos containing materials requires an asbestos survey and removal prior to disturbing the asbestos.Please contact AQMD at(909)396-2000 for
(Came
further information.
1 Al(,Zt 1 - n /,7x u� Title Krecier O� 4y)ree4�Rdrr .axe
I certify that I have read this application and state that the above information is correct and that I am the owner or duly authorized agent of the owner.
I agree to comply with all City ordinances and State Laws relating to building construction. I hereby authorize representatives of the City of
rcadia to enter upon the above-mentioned property for inspection purposes.
-----— i—-
ignature I N� / i- - - -- Date 7/�/ l,)
• . P v,4Krg-
NOTES
Building Inspections Date Insp. Plumbing Inspections Date Insp.
100. Setbacks 210. Under firJbldg.drain
101. Rough grade mom.. 211. Copper underslab
102. Figs.&forms 211-18. 212. Rough plumbing
103. Pm-slab 213. Rough gas
104. Floor joists 214. Shower pan
105. Steel 2t5. Water heater
106. Grout lift 216. Roof drains
107. Shear nailing 217. Building sewer
108. Diaph nailing 218. Water service
109. Roof nailing /p 19. Final gas
• 110. Framing arrfret3 .+y 220. Fixtures -
111. Occ./Area Sept.Wall 221. Final plumbing
112. Sound walls 222. Sewer cap/demo.
113. T-bar!rid
114. Insulation-Fir. Pool Inspections I Date Insp.
115. Insulation-Wall 240. Excavation/steel
116. Insulation-Cell. 241. Rough plumbing
117. Drywall nailing 242. light shetUbonding
118. Interior lath 'rs - �p243. Underground conduit
119. Exterior lath 8.36-(a lL..ry 244. P-trap
120. Finish grade ��"' // 245. Gas line&test
121. Final building afro-ea 246. Fence,gates&signs
122. Final demo/lot dear 247. Pool heater
248. Final electric
Electrical Inspections Date Insp. 249. Final.lumbin.
150. Power pole 250. Pool cover
151. Sales lot lighting 251. Pool final
152. Underground conduit
153. Underslab conduit Reroof Inspections Date Insp. -- -154. UFER ground 270. Pre-reroof insp.
155. Water ground 271. Roof framing
156. Rough electrical 272. Sheathing nailing
157. Fixtures 273. Final retool
158. G.F.C.I.
159. E..Lbondin. Sign Inspections Date Insp.
160. Service panel 280. Setback/overhang
161. Final electric 281. Footing
282. ConduitAvirin,
Mechanical Inspections Date Insp. 283. Disconnect
180. Venting/flue 284. Final sign
181. Furnace/A.C.
182. Rouch HVAC Miscellaneous Insp. Date Insp.
183. Fire dampers 290. Fire alarm
184. Furnace compartment 291. Underground supply
185. Combustion air 292. Fire sprinklers •
186. Smoke detectors 293. Monitor system
187. Metal F.P.rough 294. Hood dry chem.
188. Compressor setback 295. Final
189. Commercial hood
190. Dud shaft Sewers&Offsite Insp. Date Insp.
191. Final mechanical 300. Lateral(main to P/L)
301. Saddle/V
Block Wall Inspections " Date Insp. 302. Cess...l filled
200. Footings 303. Sidewalk
201. Steel/rebar 304. Driveway
202. Grout lift 305. Curb replacement
203. Final wall 306. Trash bin
€LA tb DBS Los Angeles Regional Uniform
DEPARTMENTOF BUILDING AND SAFETY Code Program
STRUCTURAL OBSERVATION REPORT FORM
STRUCTURAL OBSERVATION means the visual observation of the structural system, for general conformance to the
approved plans and specifications, at significant construction stages and at completion of the structural system. Structural
observation does not include or waive the responsibility for the inspections required by Section 108, 1704 or other sections of
the code.
Report No.
This report includes all construction work through Z1 day of 4_,,,,4 , 20 IT Page No. of
Project Address: Structural Observer of Record(SUR): Phone No.of SUR:
11/0 q ii . 0ci--A(� 0.) . G` `�Itc.,c�C.-j ntG' 331 92>t-
Building Permit No.: Structural Observation performed by: Professional Lic./Reg.No.of Observer: Phone No.of Observer:
Cl-w..1 i 4'7<e t7 IC,-ssT cz
OBSERVED STRUCTURAL ELEMENTS AND THEIR CONNECTIONS ,
FOUNDATION WALL FRAME I FLOOR ELEMENT!CONNECTION
OBSERVATION LOCATION
❑Footing,Stem Walls, Piers ['Concrete ❑Steel Moment Frame ❑Concrete (alit Pjc,;,,�
s
❑Mat Foundation ❑Modulus of Elasticity* ❑Steel Braced Frame ❑Steel Deck P.r C Sc-.
Concrete Shear Walls
aisson,Piles,Grade f r�I O.,haf(-
ams ❑Masonry ❑Concrete Moment Frame :Wood
Ste❑Retaining Foundation ❑Wood OModulus of Elasticity* ❑Others:
Hillside Special Anchors Seismic Moment Frames ��u.lI,� 7
['Others: ❑Others: ❑Others: �,J
* For concrete buildings more than 160 feet in Structural Height: Concrete mix meets the modulus of elasticity
requirements in design for seismic force resisting systems.
NOTED DEFICIENCIES with the proposed corresponding corrective actions with respect to general conformance
with the approved plans or in the load path: (A final report by the structural observer which states that all observed
deficiencies have
ff een resolved is requireduiyr(, before acceptance of the work by the building officials.)
1
I DECLARE THAT THE FOLLOWING STATEMENTS ARE TRUE TO THE BEST OF MY KNOWLEDGE:
1. I AM THE ENGINEER OR ARCHITECT RETAINED BY THE OWNER TO BE IN RESPONSIBLE -
CHARGE FOR THE STRUCTURAL OBSERVATION IN ACCORDANCE WITH THE REQUIREMENTS
`Jf TL, _\ -
OF THE CITY OF LOS ANGELES. ye, "'✓
Air
/ "y��V C '
2. I,OR ANOTHER ENGINEER OR ARCHITECT WHO I HAVE DESIGNATED ABOVE AND IS UNDER
MY RESPONSIBLE CHARGE, HAS PERFORMED THE REQUIRED SITE VISITS AT EACH `,� a
SIGNIFICANT CONSTRUCTION STAGE TO VERIFY IF THE STRUCTURE IS IN GENERAL 1 Q� ' ;7675 - %
CONFORMANCE WITH APPROVED PLANS AND SPECIFICATIONS; ttt333K101•tart•
< 73
3. ALL NOTED DEFICIENCIES WHICH REMAIN TO BE CORRECTED HAVE BEEN INDICATED *
ABOVE; % c n. \f'
4. I REC9MMEND THAT • CEPTANCE • - - - TURAL SYSTEMS BY THE CITY OF LOS Cp1.ti
AN ELES BE W - - • U I • L OBSERVED DE IENCIES ARE CORRECTED.
.....-... lille V/210tv - -
SIG • 'RE OF ST'r g •BS -g - DATE STAMP OF STRUCTURAL OBSERVER
INIForm.08(Part 1) 119/17)
JTS INSPECTION SERVICES
OFFICE/CELL:(323)630-9436 146 SOUTH BONNIE BEACH PLACE
FAX:(323)269-5671 LOS ANGELES,CA 90063
E-mail:JTSinsp@gmail.com INSPECTION DATE: 08/23/18
REGISTERED SPECIAUDEPUTY INSPECTOR - CERTIFICATE OF COMPLIANCE
PROJECT INFORMATION:
Pee���reemit#: \ RALT 18-1339
Address ame: / Seismic retrofit
\ 1164 W Duarte Rd. Arcadia CA
Owner Name: 7Roberto Barbera •
Address:
Phone&Fax: 1164 W Duarte Rd.Arcadia CA
Contractor: •
7 Address: La Structrual
Phone&Fax:
\ J
Engineer /
Address: Craig Erik Standley
Phone&Fax:
J
TYPE OF INSPECTION
Reinforced Concrete ❑ Shotcrele ❑ Gunite ❑ Rebar ❑ Welding El
Structural Masonry ❑ Prestress ❑ Anchors Bolts ❑ Dowels ✓❑ Fireproofing El
Post-Tension El Framing ❑ Nailing Insp. ❑ Grading C Others ❑
Quality Control ❑
Cylinders Samples Core Panels Mortar Grout Masonry Prism
I HEREBY CERTIFY THAT THE FOLLOWING PORTION OF THE WORKATABOVEADDRESS WHICH REQUIRED SPECIAUDEPUTY
INSPECTION AND FOR WHICH I WAS EMPLOYED TO INSPECT BY ME AND COMPLY WITH THE APPLICABLE PROVISIONS OF THE
BUILDING CODES AND THE APPROVED DRAWINGS:
(INSPECTION DESCRIPTION:
Observed the placement of 15 steel dowels (#4 rebar with 8" emb,) into existing concrete
foundation Location• garage area#1,#2,#3 parking slots.
Simpson epoxy set XP RR#:25744 EXP: 9-19
/TIME IN TIME OUT REG.HOURS O.T.HOURS SAMPLES \
12PM 2PM
DANIEL SIGALA p
NAME: AU.INSPECTIONS ARE BASED ON MINIMUM OF 4 HOURS,ANY INSPECTION OVER 4
HOURS WALL BE CHARGED AS 8 HOURS.ANY INSPECTION EXTENDING PAST NOON
WILL BE CHARGED AS 8 HOURS.SATURDAY ARE BILLED AS TIME AND A HALF.
eTTM SUNDEY ARE BILLED AS DOUBLE l IME
SIGNATURE OF REbIth tutu INSPECTOR--
ICC: 8144858 LA: p033469 \SITE CONTACT.'
TYPE LICENSE NUMBER
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. rm. Department Of Building & Safe!
Material Control Section
call f tl ) 221 N. Figueroa 7th FLnr
(re., • /.1 Los Angeles, CA 90012
^( . t' Tel. (213)482-0315
eM ail: ladbs_materia Iscontrol@lacity.o
www.LADBS.org FABRICATOR CERTIFICATE OF APPROVAL
Shop Location
Ammco Ornamental Iron, Inc.
Matt Vand Matt Vand
3744 W. 139th Street 3744 W. 139th Street
Hawthorne, CA 90250 Hawthorne, CA 90250
Approval No: FB00658
Branch No: N/A
Expiration Date: 11/1/2018
Approval Type: LWS/HSS/RB
You are herby notified that your certificate of approval is valid until the expiration date shown
above under the provisions of the City Of Los Angeles Municipal Code, section 96.204 (g)
and Information Bulletin P/BC 2014-042 (Part I) Renewal.
r
Michael Smith
Principal Inspector
Materials Control Section
(213) 482-7097
;Vp
S COUNTY DEPARTMENT OF
` rail ` LOS ANGELBUILDING AND SAFETY DIVISION PUBLIC WORKS
UB
/PPUBIUIC WORKS
•
ti
\-ter. SPECIAL INSPECTOR REPORT
Each Inspector must complete this report and mail it to the Distract Office where the permit was issued.
rL'DAILY C WEEKLY 0 FINAL
TOTAL TIME ON JOB (IN DAYS) / BUILDING, PERMIT NO./S �-� 9? DISTRICT NO.
JOB ADDRESS /16 r-0- J ►zia-- �Rd /�r/e-i1 L A-_
GENERAL CONTRACTOR ,L, A- 1 . Ii3 .c •
SIZE OF BUILDING NO OF STORIES TYPE OF-WALL
TYPE OF WORK: ❑ REINFORCED CONCRETE ❑ MAS6NRY ❑ HI-TENSILE BOLTING
❑ PRESTRESSED CONCRETE .J WELDING
-
❑ OTHER
DESCRIPTION OF WORK INSPECTED — freCs) a `��Z 7
c/ � ap. ?L 'X/6 &A)Cuo4s 99x311
PL -Pry _Peri-Ij hb-I - •
��qq nn =
LOCATION IN STRUCTURE W� !L &`�2- !/ elga li/
r _
REMARKS WS_b 1 , w i� Lel t_ g b _ 1 L - — ' L - . •
L,Lc 372% tit5tiJ4 FC •-PRwss 4 of •-rs-7t-r-e U9trcg•
All work on this job to date has been satisfactorily completed to the approved plans and requirements of
the Los Angeles County Building Code.
,_1 Da% P PNRIetbfk ),.1 A.IVY-to695 . 8-gt-1,6
Sp a pector( RINT) ar,IG N y;L73t-8 5 W Date
- c.
- G-�6i 94731-8 a G 562-7<V-r,2i lot.
—_ _ Speaal Inspector(SIGNATURE)recd?L731.g 9 m. Daytime/Cell Phone Number
PfaspubfResearctvEDBISIREPORT I
REVISED 04-04-05
JOE R PARADA, DEPUTY WELDING INSPECTOR Date:
13014 BONA VISTA LN. Invoice # : 1 81 14
LA MIRADA, CA 90638
PHONE: (562) 714-2592 Fax: (323) 564-2210
E-mail: joepparada@yahoo.com
Name: /4 �- / Slte: `(65-to-u, ^
/t
A - e 0€—Ea/t L aiZ-wHW -
Address: Phone:
City: Zip: Total Hours Worked:
Days Worked:
6-014.--AS
PER# : hr-`8_ 13,37. BALANCE DUE: $ 30 o °
�
Upon receipt
Job Description Amount
. ePee )- az VA Dr- C3J 60i x77
644/0 1PL -3/pXtea 41 aikiViepus .
ebizitoL ika PLPer ba_ ?is p-1
,&w . Gee ear-
Make your check payable to: Joe P. Parada
13014 Bona Vista Ln.
La Mirada, CA 90638
If you have any questions regarding this Invoice, ploaco contact mo at (562) 714.2502
Invoice No. 862920 I NUCOR-YAMATO STEEL CO. CERTIFIED MILL TEST REPORT
P.O.BOX 1228:BLYIHEVILLE,AR 72316 100%Melted and Manufactured in U.S.A
Bill of Lading.1312595 , AllShapes produced b/Nucor-Yamato Steel are cast and rolled to afully
Customer No.17178 ' 'di led and line grainpractice
i Customer P.0 Rir 7�5S2 I Date Q018-01.26
) 5 CRESTsnEE7 s CREST STEELT/L IASTM4992h:092M-11 A572/A572MGR5015I
• CV a " ASTM0701/A709M-15GR50(345)
16580 GENERAL DRIVE I 6580 GENERAL ROAD r
• 10 • 20NE]3,TRAIX 801,SPOT 55 ASTM A7D3/A709M-15 CR505134551
3 o RIVERSIDE CA 92335 16A 64121-135OWM t345WM1
CO r USA ' o ARLINGTON CA 92509 I ASTM A6/A6M-14
• o USA
Mechanical Properties Chemical Properties
Charpy Impact
Yield to nfYsynos suerq (LONG
heMRen Descr• iption QP Heater Tensile Temp Impact Energy lot C Mn P S SI Cu Ni V Mo V CO CE A Pcm CI
) N RatioOD SI ClI % •F h•@f
OD MPa MPa % °C 1
0 V10A0)).0 59 76 23
SOhOin 0.78 58 76 24
1 2 481512 .07 1.31 .019 .024 .30 .27 .09 .17 .03 .05 .000 .36 .01 .17
142501115 0.76 407 524
(1524 m) 400 524
9101077.0 59 76 22
2 SOh01n 4 481513 0.78 57 75 22 .07 132 .012 .029 .27 33 .11 .11 .03 .06 .001 .35 .01 .17
W2501115 0.76 407 524
115.24 m) 393 517
6410X077.0 59 76 22
551101, 0.78 57 75 22
3 3 481513 .07 132 .012 .029 27 .33 .11 .11 .03 .06 .001 .35 Al .17
W250a115 0.76 407 524
I16.76m) 393 517
64101088.0 59 77 23 .
4 35hON 1 481514 0.]] 57 73 22 .06 1.30 .012 .018 .29 28 .09 .09 .02 .05 .001 .14 .01 .16
• W2501131 0.76 407 531
(10.67 m) 393 517 _ _
ELONGATION BASED ON 8.00 INCH GAUGE LENGTH CARBON EQUIVALENT a•C+Mn/6+(G+Mo•V)/5•(Ni•Cul/15
Z Penne USI/30•Mn/20•Cu/20+Nd6WCr/20°Mo/15+V/10+SBtB=Approa A005) Mercury has not been used inthe direct manufacturing of this material
Corrosion Index.26.01(%Cu)•3.88(%Ni)+12t%CO+149(%51)e1728IWf7291%Cu)(%N7- This material was produced in accordance with the Nucor-Yamato Steel Quality Manual.
Q 9.101%90(%P)-33.39(%Cu)"2
1 2 609001:2008 certified(Registration 80915-07).
) U All mechanical testing is performed.y the CbmEty Testing la„which is independent of the production departments.
I here,y certify that the contents of this report are accurate and it .Pp
Rate of Arkansas ,,�. eo•.r qj 7,,
correct.All test results and operations performed,y this material �•
manufacturer are in compliance with the requirements of the County of Mississippi .•P
Z material specifications,and when designated,ythe purchaser. Sworn to and sir.sat.ed.eforeme NOTARY ]]
0 meet the applied,in specifications. PUBLIC J
Chief Metallurgist on 201801.26 .• 'a
F My commission expires on 07/17/1023 1A ar awa^syS$
'4S4S-1055
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Sherman Oaks, CA 91403 , stwohiir
213.373.4513
standleystructural.com
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141.43PCALIfir
Structural Calculations for Soft Story Retrofit for:
1164 W. Duarte Road
Arcadia, CA 91007
•
2
Table of Contents:
Applicable Codes,General Design Parameters. 3
U.S.G.S. Report. 4
Summary of Loading: 6
Equivalent Lateral Force Procedure. 6
Seismic Forcer 8
3
Applicable Codes, General Design Parameters:
2016 California Building Code, 2016 California Electrical Code, 2016 California Mechanical Code,
American Society of Civil Engineers Standard ASCE-7-10 Minimum Design Loads for Buildings
and other Structures, 2012 American Forest& Paper Association National Design Specification
for Wood Construction, Local Municipal Code, and all other codes which are adapted by
reference or enacted by law.
Design Parameters:
Assumed Design Parameters:
All concrete foundations are f'c=3000 psi or stronger
Soil Values: No soils report, minimum soils values
Timber Members: Douglas Fir#2 or better assumed
Seismic Analysis Procedure: Equivalent Lateral Force Procedure
Lateral Force Resisting System: Ordinary Steel Moment Frame
4
U.S.G.S. Report:
-ZUSGS Design Maps Summary Report
User-Specified Input
Report Title 1164 W Duarte Rd
Thu July 26,2018 17:42:00 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 34.12433°N, 118.06649°W
Site Soli Classification Site Class D- "Stiff Soil"
Risk Category I/II/III
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USGS-Provided Output
55 = 2.578 g SMS = 2.578 g S,,s = 1.719 g
S1 = 0.939 g SMS = 1.409 g Sm. = 0.939 g
For Information on how the 5S and S1 values above have been calculated from probabilistic(risk-targeted)and
deterministic ground motions in the direction of maximum horizontal response,please return to the application and
select the"2009 NEHRP"building code reference document.
5
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6
Summary of Loading:
Roof Live Load 20
PSF
Roof Dead Load 15
PSF _
Roof Solar 0 PSF
Floor Live Load 40
PSF
Floor Dead Load 23
Over Garage PSF
Exterior Walls 15
PSF
Interior Walls 10
PSF
*
7
Equivalent Lateral Force Procedure:
le 1
R 2.5
Ct 0.02
Hn 40 '
X 0.75
SD1 0.939
SDS 1.719
p 1.3
Ta=CtHnx= 0.318108
S
Ts=SD1/SDS= 0.546248
s
T<Ts
Cs=SDS/(R/Ie)= 0.688
8
Seismic Forces:
I o
•
WORST CASE TRIBUTARY
AREA 602 SF.
Soft Story Area Tributary to each Frame: 602SF
Floor D.L.Above Garage: 602SF x 23PSF= 138461bs
2nd&3rd Floor Wall D.L.= 15 PSF x 8'x 71'= 85201bs
3rd Floor D.L.=15 PSF x 0 SF= Olbs
Roof D.L. :15PSF x 602SF= 90301bs
Interior Walls (Assume 2)= 8'x 10'x 2 x 10 PSF= 1600 lbs
Balcony Floor: 15 PSF x 0 SF= 0 lbs
Balcony Walls=4'x 0'x 15PSF= 0 lbs
Total Dead Load: 329961bs
V=CsxWxp= 0.688 x 329961bs x 1.3= 29494 lbs
V=.75(29495lbs)= 22121
22.12k
a
141 SM 412
Loads: BLC 1,
SSD SK- 1
Andy Gledhill 1164 W Duarte Rd July 26, 2018 at 11:51 AM
untitled.r2d
'IICompany : SSD July 26,2018
ISA Designer : Andy Gledhill 11:52 AM
K H Job Number Checked By
ANEMETSCHIX COMPANY Model Name : 1164 W Duarte Rd
(Global) Model Settings
Display Sections for Member Calcs 5
Maxinternal Sections for Member Calcs 97 =` _ `
Include Shear Deformation? Yes
Increase'Nailing Capacity for Wind? Yes ;; ; '` "
Merge Tolerance(in) .12
P-Delta,Analysis Tolerance _" 0.50% ` "
Include P-Delta for Walls? Yes
Automatically Iterate Stiffness for Walls? Yes v'- ;
Max Iterations for Wall Stiffness 3
Gravity Acceleration (fV ec"2); 32.2 ',
Wall Mesh Size(in) 12
Eigensolution`Convergence:Tol. (1.E-) 4 : ..
Dynamic Solver Accelerated Solver
Hot Rolled Steel Code AISC 14th(360-10):ASD
Adjust Stiffness? Yes(lterative) 4 -;
Cold Formed Steel Code AISI S100-16:ASD
Wood Code' AWC'NDS-15:ASD .
Wood Temperature < 100F
Concrete Code ; . y,' 'y: ACI 318-14` -h `_"'
Masonry Code TMS 402-16:ASD
Aluminum Code " -` -, M ADM1-15 ASD-Building
AISC 14th(360-10):ASD
Number of Shear Regions 4
Region Spacing,Increment(in) ; " ; • 4 '
Concrete Stress Block Rectangular
Use Cracked'Sections? Yes '
Bad Framing Warnings? No
Unused Force Warnings? , , Yes ,
Min 1 Bar Diam. Spacing? No
Concrete Rebar Set :. REBAR'SET ASTMA615 __ .
Min% Steel for Column 1
Max%',Steel for Column i'! : :; , . 8 '" . '
Hot Rolled Steel Properties
Label E Iksil G[ksi] Nu Therm(\1E5 F) Density[k/ft431 Yield[ksi]
1 A36 Gr.36 29000 11154 .3 .65 .49 36
2 A572Gr50. " �, . 29000 11154 .3' . '^" ' .65. .49 ;_ 50
3 A992 29000 11154 .3 .65 .49 50
4 A500'Gr.B RND 29000 11154 ' 3 65 527 42.
5 A500 Gr.B Rect 29000 11154 .3 .65 .527 46
6 '°:-' A53 Gr.B - _ 29000 11154_ 3. .',_ . _ _:65 49,,,r 35 __
7 A1085 29000 11154 .3 .65 .49 50
Cold Formed Steel Properties
Label E[ si] G[ksl Nu Therm(\1E5 F Density[k/ft"3_ Yield[ksi] Fulksil
1 A570 Gr.33 29500 11346 .3 .65 A9 _ 33 52
2 " ;A607 C1 Gr.55 ' 29500 11346 -= .3" '.65 ' 49 55 . 70
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 1
IIIRICompany SSD July 26,2018
SA Designer : Andy Gledhill 11:52 AM
Job Number Checked By._
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Wood Material Properties
Label Type Database Species Grade Cm Emod Nu Therm(\...Dens[k/ft"3]
1 DF Solid Sawn Visually Gr.. Douglas Fir-Larch No.1 1 .3 .3 .035
2 ;SP " Solid Sawn Visually Gr.. Southern Pine No.1 1 3 .3 .035
3 HF Solid Sawn VisuallyGr.. Hem-Fir No.1 1 .3 .3 .035
4 SPF Solid Sawn Visually Gr.. Spruce-Pine-fir` No.1 1 ..3 .3 .035'_
5 24F-1.8E DF B... Glulam Table 5A 24F-1.8E_DF_BAL na 1 .3 .3 .035
6 24F=1.8E DF U... Glulam Table 5A 24F 1.8E DE_UNB..: na 1 3 :3 .035
7 24F-1.8E SP B... Glulam Table 5A 24F-1.8E_SP_BAL na 1 .3 .3 .035
8 24F-1.8E sp u.,. Glulam Table 5A 24F-1.8E_SP_UNB... na 1 .3 .3 .035'..'
Concrete Properties
Label E Iksil G[ksi] Nu Therm(\1E..Density[k/ft... fc[ks] Lambda Flex Steel[... Shear Stee...
1 Conc3000NW 3156 1372 .15 .6 .145 3 1 60 60
2 Conc3500NW 3409 1482 15 ,6 .145 3.5 1', 60 60
3 Conc4000NW 3644 1584 .15 .6 .145 4 1 60 60
4 Conc3000LW 2085 907 .15 :6 :11- 3 75 60 60
5 Conc3500LW 2252 979 .15 .6 .11 3.5 .75 60 60
6 'Conc4000LW 2408 1047 15' ' :6 .11 4 . .75 60 60
Masonry Properties
Label E[ksi] G[ksi] Nu Therm(\1E5..Self Weight[... fm[ksi] Flex Steel[ksilShear Steel[...
1 Concrete Matl 1350 540 .25 .6 Custom 1.5 60 60
2 Clay!Matl 1050 4206 ' .a.
25 .6 ' Custom 1.5 60 60_ "
3 Gen Masonry 1050 420 .25 .6 .08 1.5 60 60
Aluminum Properties
Label E[ksi] G fksil Nu Therm(...Density[...Table B.4 kt Ftu[ks] Fty[ksil Fcy[ks] Fsufks] Ct
1 3003-H14 10100 3787.5 .33 1.3 .173 Table B... 1 19 16 13 12 141
2 6061-T6 _ 10100 3787.5 .33 1.3 .173 Table B_. 1 38 35 35_ 24 141'
3 6063-T5 _ 10100 3787.5 .33 1.3 .173 Table B... 1 22 16 16 13 _ 141
4 6063-T6 10100 3787.5__
:33 1.3 ., .173 'TableB.:. 1 30' 25 25 19 141':...1
5 5052-H34 10200 3787.5 .33 1.3 .173 Table B... 1 34 26 24 20 141
6 6061-T6 W 10100 3787.5 .33 13 .173 Table 8... '1" ._ 24 15 15. 15 141
Stainless Steel Properties
Label E[ksil G[ksi] Nu Therm(\1E5..Density[k/ft"... n Yieldfksil Fu[ksi]
1 A276 S316 28000 10780 .3 .93 .5 5.6 30 75
2 A276 S321 29000 11165 .3 .73 ' ..48 5.6 65 94
3 A276 S304 28000 10780 .3 .93 .49 5.6 30 75
General Material Properties
Label E[ks] G[ksi] Nu Therm(\1E5 F) Densityfk/ft^3l
1 gen Conc3NW 3155 1372 .15 .6 .145
2 .i gen Conc4NW ' . .3644 1584 15 6 .145 ".
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RlSA\Model Files\untitled.r2d] Page 2
Company : SSD July 26, 2018
'IIRIS w Designer : Andy Gledhill
Checked By.K . Job Number Checked By_
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
General Material Properties(Continued)
Label E lksil G[ksil Nu Therm(\1E5 F) Density[k/@A3]
3 qen Conc3LW 2085 906 .15 .6 .11
4 qen Conc4LW _ 2408 1047 15 6 11
5 qen Alum 10600 4077 .3 129 .173
6 qen Steel 29000 11154 3 .65 .49_
7 RIGID le+6 .3 0 0
Custom Wood Properties
Label Fb[ksi] Ft[ksi] Fv[ksi] Fc[ksi] E Iksl E05[ksi] Type CF
1 LVL_PRL_1.5... 2.25 1.5 .22 1.95 1500 1005 SCL
2 ` LVL PRL_2M... 2.9 1:9 `.285 2.75„- ' 2000 1340 SCL
3 LVL_Microllam.. 2.6 1.555 .285 2.51 1900 1273 SCL
4 PSL Parallam..: 29 2.025 29 29 2000 1340 SCL
5 PSL_Parallam... 2.4 1.755 .18 2.5 1800 1206 SCL
6 LSL_TimberStr... 2325 1M7 = .31 2.05 1550 1038:5 _, SCL
7 LSL TimberStr... 1.7 1.075 .4 1.4 1300 871 SCL ,
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rules A 1in21 1(90,270)[i...1(0,180)[in41
1 HRIA W10X33 Beam None A36 Gr.36 Typical 9.71 36.6 171
Cold Formed Steel Section Sets
Label Shape Type Design List Material Design Rules A 1in21 1(90,270) [i...1(0,180)[in41
1 CFIA 8CU1.25X057 Beam None A570 Gr.33 Typical .581 .057 4.41 l
Wood Section Sets
Label Shape Type Design List Material Design Rules A[n2] 1(90,270) [i...I(9180)[in41
1 WOOD1A 2X6 Beam None DF Typical 8.25 1.547 20.797
Concrete Section Sets
Label Shape Type Design List Material Design Rules A[n2] I(90,270)[i...1(0,180)[in41
1 CONCIA CRECT12X8 Beam None Conc3000NW Typical 96 512 1152
Aluminum Section Sets
Label Shape Type Design List Material Design Rules A[n21 1(90,270) [i...1(0,180)[in4].
1 AL1A AA 13X1.64 Beam None 3003-H14 Typical 1.39 .522 2.24 J
Stainless Steel Section Sets
Label Shape Type Design List Material Design Rules A Iln21 1(90,270) [i...1(0,180)[in41
1 SS1A W10X33_SS Beam None A276 S316 Typical 9.71 36.6 171 I
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISAWIodel Files\untitled.r2d] Page 3
Company : SSD July 26,2018
IIIRISA Job Designer : Andy Gledhill 11:52 AM
Job Number Checked By.
ANEMETSCKEK COMPANY Model Name : 1164 W Duarte Rd
General Section Sets
Label Shape Type Material A[in2] I(90,270) lino] I(0,180)lin41
1 GEN1A RE4X4 Beam gen Conc3NW 16 21.333 21.333
2 RIGID None RIGID 1e+6 1e+6 1e+6 .,
Design Size and Code Check Parameters
Label Max Depth[in] Min Depth[in] Max Widthrin] Min Widthlinl Max Bending Chk Max Shear Chk
1 Typical 1 1
Concrete Rebar Parameters
Label Optimize R...Min FI...Max F...Shear...Legs-per S...Top(Colu... Bottom Co...Side Cover...Top/Botto... Add'I Side...Shear...
1 Typical Optimize #6 #10 #4 2 1.5 1.5 1.5 2 1 12
Deflection Design
Label LC Ratio LC Ratio LC Ratio
1 Typical 1 240 2 360 3 240
Wall Panel U.C. Parameters
Label Max Bending Chk Max Shear Chk
1 Typical 1 1
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Wall Area Method
1 Typical 10" Partially Grouted NCMA
Masonry Wall Panel In Plane Parameters
Label Vert Bar Size Bars Per Cell Min Bound Zon...Max Bound Zon... Horz Bar Size 1.5x Shear Inc Transfer Load
1 Typical #5 1 8 40 #5 Yes
Masonry Wall Panel Lintel Parameters
Label Depth[in_Bear Length[... Bar Size Min#Bars P..Max#Bars...Num of Laversdc Sp of La... Dist to Bot[in Stirrup Si...
1 Typical 16 8 #5 1 3 1 N/A 3.5 I #4
Wood Wall Panel Parameters
Label Top Plate Sill Plate Studs Min Stud Sp...Max Stud Sp...Green Lumb... Header Size Header Matl
1 Typical 2-2X6 2X6 2X6 16 16 6x8 Same as Wall
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 4
Company : SSD July 26,2018
I''K ISH Designer : Andy Gledhill 11:52 AM
Job Number Checked
By
ANEMETSCHEx COMPANY Model Name : 1164 W Duarte Rd
Additional Wood Wall Panel Parameters
Label Schedule Min. Pane..Max Pan...Double Si...Max Nail...Min. Nail...HD Chords HD Chord... Hold Down Eccent...
1 Typical IBC06.09 Pan.. .375 .75 Optimum 6-in. 3-in. 2-2X6 Same as...CAN SIMPSO.. Yes
Concrete Wall Panel Rebar Parameters
Label Vert Bar Si...Max Vert Bar...Min Vert Bar...Vert Bar In...Harz Bar S...Max Horz Bar...Min Horz Bar...Horz Bar In..Group...
1 Typical #6 18 4 2 #4 18 4 2
Concrete Wall Panel Cover Parameters
Label Outer Bars Location Int Cover-z[in] Ext Cover+z[inl Edge Coverfin] Transfer In
1 Typical Vertical Each Face 1 1 2
Concrete Wall Seismic Design Rule
Label Wall Type Diagonal Bar Size
No Data to Print ...
Footing Geometry
Label Max Len...Min Len...Max Wid..Min Wid...L/W Incr...MaxThi... Min Thic...Thick In...Orient...Force...Equal...Group...Force...
No Data to Print ...
Footing Pedestal
Label Type Shape Heightfin] e/BL exfinl ez[in] BLx[ftl BLzfftl
No Data to Print ...
Footing Soil Properties
Label Bearing Allowable[ksf] Gross/Net Overburdenfksfl Passive[k] Friction Coefficient
No Data to Print ...
Joint Coordinates and Temperatures
Label X[ft] Y[ft[ Temp[F]
1 N1 0 0 0
2 N2 16 0 0
3 N3 8 7.167 0
4 N4 8 A 0
Joint Boundary Conditions
Joint Label X Ik/in] Y[k/inl Rotationfk-Wradl
1 N1 Reaction Reaction Reaction
2 N2 Reaction ` Reaction Reaction
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA1Model Files\untitled.r2d] Page 5
'IIRIS Company : SSD July
Designer AndyGledhill 11:552 AM
Job Number Checked By.
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Drift Definitions
Type Joint Label Elevationlftl
No Data to Print ...
Member Primary Data
Label IJoint J Joint Rotate(deq) Section/Shape Type Design List Material Design Rules
1 M1 N1 N2 CRECT24X24 Beam Rectangular Conc3000... Typical
2 :'M2 N3 - N4 .W10i77 Column Wideflange A338 Gr.36 Typical
Member Advanced Data
Label I Release J Release I Offsetfinl J Offset[in] T/C Only Physical TOM Inactive
1M1 Yes
2 M2 Ye`s
Hot Rolled Steel Design Parameters
Label Shape Length[ft Lboutfftl Lb-in[ft] Lcomp top[ftl Lcomp botift]L-torqu... K-out K-in Cb Function
1 M2 W10x77 7.167 1 1 Lateral
Cold Formed Steel Design Parameters
Label Shape Lengthfft] Lboutfftl Lb-in[ft] Lcomp topf..Lcom...L-torq... K-out K-in Cb R a[ft] Functi...
No Data to Print ...
Wood Design Parameters
Label Shape Length[... Leoutfftf Le-in[ft] le-bend to... le-bend bo... K-out K-in CV Cr Out sw... In sway
No Data to Print ...
Concrete Beam Design Parameters
Label Shape Length[ft_ B-off Lefljin] Boff Riq...Slab Thick Left...Slab Thick Right[in] Icr Fa... Flexural Layout Shear Layout
1 M1 CRECT2.. 16 .35 Beam Layout Use Design..
Concrete Column Design Parameters
Label Shape Lengthfftl Lu-out[ft] Lu-in[ft] Cm-out Cm-in K-out K-in Out sw...ln sway Icr Fac...Flexur...Shear...
No Data to Print ...
Aluminum Design Parameters
Label Shape Length[ft] Lboutfftl Lb-in[ftl Lcomp top[ft]Lcomp botift]L-torqu... K-out K-in Cb Function
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISAWIodel Files\untitled.r2d] Page 6
Company : SSD July 26,2018
IIIRISA
w Designer : Andy Gledhill 11:52 AM
Job Number Checked By.
ANEMETSCMEKCOMPANY Model Name : 1164 W Duarte Rd
Stainless Steel Design Parameters
Label Shape Length[ftl LbW[ft] Lbzzfftl Lcomp to...Lcomp bo..L-torque[ft] Kyy Kzz Cb Function
No Data to Print ...
Plate Primary Data
Label A Joint B Joint C Joint D Joint Material Thicknessfinl
No Data to Print ...
Plate Advanced Data
Label A Release B Release C Release D Release Inactive Abs Rotate
No Data to Print ...
Wall Panel Data
Label A Joint B Joint C Joint D Joint Material Type Material Set Thicknes... Design Rule Panel/Spacing
No Data to Print...
Wall Panel Advanced Data
Label Seismic Rule Des ion Method SSAF In-plane Icr Fact... K Cm
No Data to Print ...
Joint Loads and Enforced Displacements
Joint Label L,D,M Direction Magnitudef(k,k-ft), (in,rad), (k*s^2/f...
No Data to Print ...
Member Point Loads (BLC 1 :)
Member Label Direction Magnitude[k,k-ft] Locationfft,%]
1 M2 X 22.12 0
Wall Panel Point Loads
Wall Label Direction Magnitude[k,k-ft] Location[ft,%1
No Data to Print ...
Member Distributed Loads
Member Label Direction Start Magnitude[k/ft,...End Magnitudefk/ft,F... Start Location[ft,%] End Locationfft,%1
No Data to Print ...
Wall Panel Distributed Loads
Wall Label Direction Start Magnitude[k/ft,F] End Magnitudefk/ft,F1 Start Location[ft,%] End Locationfft,%1
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\ModeI Files\untitled.r2d] Page 7
Company : SSD July 26, 2018
I11K13 w osigner : Andy Gledhill 11:52 AM
ed
K H Job Number Checked By.
ANEM1IET$CHEK COMPANY Model Name : 1164 W Duarte Rd
Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed
1 None 1
Moving Loads
Tag Pattern Increme...Both... 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint 6th Joint 7th Joint 8th Joint 9th Joint 10th Joint
No Data to Print ...
Load Combinations
Description So...PDelta SRSS BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...BLC Fac...
1 ASCEStr..Yes Y 1 1.4 _
2. .ASCEStr..Yes Y DL 1.2 LL 1.6 LLS 1.6 RLL .5 - -
3 ASCEStr..Yes Y DL 12 LL 1.6 LLS 1.6 SL .5 SLN .5
4 ASCEStr.:Yes Y DL 1:2 LL''1.6 LLs 1.6 RL .5 1
5 ASCEStr..Yes Y DL 1.2 RLL 1.6 LL .5 LLS 1
6 ASCE Stn.Yes Y DL 1.2 RLL 1.6.WL .5
7 ASCE Str..Yes y DL 12 SL 1.6 SLN 1.6 LL .5 LLS 1
8, ASCEStr..Yes Y . `°= DL 1:2 SL 1.6 SLN 1.6 WL .5
9 ASCEStr..Yes Y DL 1.2 RL 1.6 LL .5 LLS 1
10 ASCEStr..Yes y DL1.2RL1.6WL .5
11 ASCEStr..Yes y DL 1.2 WL 1 LL .5 LLS 1 RLL .5
1.2 ASCE Str.:Yes Y " DL 1.2 WL 1 LL .5 LLS 1 SL .5 iSLN .5
13 ASCEStr..Yes Y DL 1.2 WL 1 LL .5 LLS 1 RL .5
14 ASCEStr..Yes Y DL 1.2 EL 1 LL, .5 .LLS 1 SL .2 ‘,81-N .2
15 ASCEStr..Yes y DL .9 WL 1
16 ASCE Str..Yes Y DL :9 EL 1
Load Combination Design
Description ASIF CD Service Hot Rolled Cold Formed Wood Concrete_ Masonry Aluminum Stainless
1 ASCE Strengt... Yes Yes Yes Yes Yes Yes
2 ASCE,Strengt... Yes " Yes . Yes Yes Yes _ Yes _.
3 ASCE Strengt... Yes Yes Yes Yes Yes Yes
_._ -
4 AscEstrengt:.. Yes Yes Yes Yes'. Yes Yes
5 ASCE Strengt... Yes Yes Yes Yes Yes _ Yes
6 ASCEStrengt... Yes Yes Yes Yes Yes Yes
7 ASCEStrengt... Yes Yes Yes Yes Yes Yes
8 ASCEStrengt:.: Yes Yes Yes Yes' Yes Yes
9 ASCEStrengt... Yes Yes Yes Yes Yes Yes
10`ASCE Strengt,.. Yes',, ;, . Yes Yes Yes._. Yes Yes
11 ASCE Strengt... Yes Yes Yes Yes Yes Yes
12 ASCEStrengt:.. Yes Yes Yes Yes Yes Yes
13 ASCEStrengt... Yes Yes Yes Yes Yes Yes
14 ASCE Strengt... Yes Yes" Yes Yes Yes Yes
15 ASCEStrengt... Yes Yes Yes Yes Yes Yes
16 ASCEStrengt... Yes Yes . Yes Yes Yes Yes,
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 8
Company : SSD
IIIRISAb lNu
Jomber : Andy Gled hill ChJuly 26,2018
imed By.
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Dynamics Input
Number of Modes 0
Load Combination Number 1 -ASCE Strength 1
Acceleration of Gravity 32.2 (ft/secA2)
Convergence Tolerance 0.0001
Joint Reactions
LC Joint Label X[k] Y fk] MZ fk-ft]
1 1 N1 -15.484 -20.501 -53.038
2 1 .. N2 - 15.484 20.501 -53.038
3 1 Totals: -30.968 0
4 1 CCG (ft): NC NC
Envelope Joint Reactions
Joint X[k] LC Y[k] LC Moment[k-ftl _LC __
No Data to Print ...
Joint Deflections(By Combination)
LC Joint Label X fn] Y[in] Rotation Dad]
1 1 N1 0 0 0
2 1 N2 0 0 0
3 1 N3 .768 0 -1.194e-02
4 1 N4 0 0 -1.093e-03
Envelope Joint Displacements
Joint X[in] LC Y mil LC Rotation[rad] LC
No Data to Print ...
Story Drift-X-Direction, Service
LC Story(Elevation) Loc(Z,X) Story Drifl[inl Drift Ratio(%) 2nd./1st Ratio
No Data to Print ...
Envelope Story Drift-X-Direction, Service
Story(Elevation) Story Drifilin] Loc(Z,)() LC Drift Ratio(%) Loc(Z,X) LC 2nd/1 st Ratio Loc(Z,X) LC
No Data to Print ...
•
Story Drift-X-Direction, Strength
LC Story(Elevation) Loc(Z,X) Story Driffinl Drift Ratio(%) 2nd/1st Ratio
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Modei Files\untitled.r2d] Page 9
ICompany : SSD July 26,2018
IIRISAJobNber Andy Gledhill 11:52 Chcked By
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Envelope Story Drift-X-Direction, Strength
Story(Elevation) Story Drift[in] Loc(Z,X) LC Drift Ratio(%) Loc(Z,X) LC 2nd/1st Ratio Loc(Z,X) LC
No Data to Print ...
Member Section Forces
LC Member Label Sec Mal[kl Shear[k] Moment[k-ftl
1 1 M1 1 -15.484 -20.501 -53.038
2 2 -15.484 `.. -20.501 28.968
3 3 -15.484 -20.501 110.974
4 ,' 4 15.484 -20.501 -28.968
5 5 15.484 -20.501 53.038
6 1 M2 1 0 30:968 0
7 _ 2 0 30.968 -55.487
8 3 0 30.968_ -110.974
9 4 0 30.968 -166.461
10 ' 5 0 30.968 -221.948
Envelope Member Section Forces
Member Sec Abal[kl LC Shearfk] LC Momentlk-ftl LC
No Data to Print ...
Maximum Member Section Forces
LC Member Label Axial[k] Loc[ft] Shearfkl Locfft] Momentlk-ftl Loc[ftl
1 1 M1 max 15.484 8.167 -20.501 0 110.974 8
2 • min -15.484 0 -20:501 0 _107.557 8.167
3 1 M2 max 0 0 30.968 0 0 0
4_ _. - - _min: .0 0 30.968 0 . -221.948 7.167f,[:
Envelope Maximum Member Section Forces
Member A dal[k] Locfft] LC Shear[k] Locfft] LC Momentik-ftl Locfftl LC
No Data to Print ...
Member End Reactions
LC Member Label Member E... AAal[k] Shearlk] Momen-t]k4t] -
1 1 M1 I -15.484 -20.501 -53.038
$
JP 15.484 ;' -20.501 - 53.038
3 1 M2 I 0 30.968 0
4 J ' 0 30.968 " -221.948
Envelope Member End Reactions
Member Membe... Mal[k] LC Shearfkl LC Momentlk-ft] LC
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 10
Company : SSD
•
dy Gledhill
I July 26.2018
11:52 AM
IIKI3 ► Numbee 1 64 W DuDuarte RdCheck ByMo
ANEMETSCHEHCOMRWY
Member Section Stresses
LC Member Label Sec A>aalrksil Shearlksi] Top Bendine[ksil Bot Bendingfksi]
1 1 M1 1 -.027 -.053 .789 -.789
2 '2 -.027 -.053 -.431 .431
3 3 -.027 -.053 -1.651 1.651
4 4 .027 -.053 .431 -.431
55 .027 -.053 -.789 .789
6 1 M2 1 0 ' 5.512 0 0
7 20 5.512 7.756 -7.756
8 _ 3
0 5:512 15:512 -15:512
9 40 5.512 23.268 -23268
10 5 0 -5.512 : . 31.024 , -31.024
Envelope Member Section Stresses
Member Sec Magical] LC Shearfksil LC Top Bendinq[k... LC Bottom Bendin... LC
No Data to Print...
Member Section Deflections Service
LC Member Label Sec x lin] y rill (n)L/y' Ratio
No Data to Print ...
Envelope Member Section Deflections Service
Member Sec x Pill LC y fin] LC UI Ratio LC
No Data to Print ...
Member Section Deflections Strength
LC Member Label Sec x lin] V fill (n)L/y'Ratio
1 1 M1 1 0 0 NC
2 2 0 .013- NC
3 3 0 0 NC
4 4- 0 -.013 ' NC
5 5 0 0 NC
6 1 M2 1 0 :768 112
7 2 0 .503 171
8 3 0 268 322
9 4 0 .091 958
10 5 0 0 NC
Envelope Member Section Deflections Strength
Member Sec x fin] LC V[in] LC VV'Ratio LC
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 11
Company : SSD
IJuly 26,2018
II�'� w• Designer : Andy Gledhill 11:52 AM
H Job Number Checked By_
ANEMETSGHEK COMPANY Model Name : 1164 W Duarte Rd
Beam Deflections
LC Member Label Span Location [ft] y'[in] (n)L'/y'Ratio
1 1 M1 1 16 0 NC
Envelope Beam Deflections
Member Label Span Location [ft] y'[inl (n)L'/y'Ratio LC
No Data to Print ...
Beam Deflection Checks
Be... Design Rule Span Defl[in] Ratio LC Defl[in] Ratio LC Defl[in] Ratio LC
1 M1 Typical 1 2.05e-19 NC 1(1) N/A N/A N/A N/A N/A N/A
Envelope Beam Deflection Checks
Be... Design Rule Span Defl[in] Ratio LC Defl[inl Ratio LC Defl[in] Ratio LC
No Data to Print ...
Member Suggested Shapes
Section Set/Me... Current Shape Suggested Shape Controlling Member Controlling Criteria Use Suggested?
1 M1 CRECT24X24 CRECT16X8 _ Strength Yes
2 M2 W10x77 W24x55 _ Strength Yes
Member MSC 14th(360-10):ASD Steel Code Checks
LC Member Shape UC Max Loc[ft] Shear UC_LocLft] Pnc/om ...Pnt/om[k]Mn/om[... Cb Eqn
1 1 M2 W10x77 1.266 7.167 .383 0 462.045489.3411175.3291.667 H1-lb
Envelope A1SC 14th(360-10):ASD Steel Code Checks
Member Shape Code Ch... Loc[ft] LC Shear C... Loc[ft] LC Pnc/om[k] Pnt/om[k] Mn/om[k-ft] Cb Eqn
No Data to Print ...
Envelope 11151 S100-16:ASD Cold Formed Steel Code Checks
LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pn/Om[k] Tn/Om[k] Mn/Om[k-..VNO... Cb Eqn
No Data to Print ...
Envelope 11151 5100-16:ASD Cold Formed Steel Code Checks
Member Shape Code C... Loc[ftl LC Shear C... Loc[ftl LC Pn/Om[k] Tn/Om[k1 Mn/Om[k-ftl Vn...Cb Eqn
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISAWIOdel Files\untitled.r2d] Page 12
Company : SSD July 26,2018
IIIRISA Designer : Andy Gled hill Ch
Ce2AM
Job Number Checked By.
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Member Wood Code Checks
LC Member Shape UC Max Loc[ft] Shear... Loc[ft] Fd'fksi] Ft'[ksil Fb'[ksi] Fv'fksi] RB CL CP Eqn
No Data to Print ...
Envelope Wood Code Checks
Member Shape Code... Locfft] LC Shear...Locfft] LC Fc'[ksi) Ft'[ks] Fb'fksi] Fv'fksi] RB CL CP Eqn
No Data to Print...
Envelope Concrete Beam Design Results
Member Shape UC Ma...Locfft] UC LC UC Ma...Locfft] UC LC Shear... Loc[ftl UC LC Phi*Mn T...Phi'Mn B... Phi•Vn[k]
1 M1 CRECT2... .626 8 N/A :607 8.167 N/A A87 1.833 N/A 177.191 177.191 42128
Envelope Concrete Column Design Results
Column Shape UC Max Locfft] UC LC Shear... LC Loc[ft] Dir Phi used Pn[k] Milk-ft] Vnfkl
No Data to Print ...
Member AA ADM1-15:ASD-Building Aluminum Code Checks
LC Member Shape UC Max Locfftl Shear UC Loc[ft] P...Pnt/Om[k] Mn/Om[k...Vn/Om[k] Cb Eqn
No Data to Print ...
Envelope AA ADM1-15:ASD-Building Aluminum Code Checks
Member Shape Code Che... Loc[ft] LC Shear Ch... Locfft] LC Pnc/Om[kl Pnt/Om[k] Mn/Om[k-...Vn/Om[k] Cb Eqn
No Data to Print ...
Member AISC 14th(360-10):ASD Stainless Steel Code Checks
LC Member Shape UC Max Locfftl Shear UC Loc[ft] Pnc/om [IC Pnt/om[k] Mn/om[lc-ft] Cb Eqn
No Data to Print ...
Envelope AISC 14th(360-10):ASD Stainless Steel Code Checks
Member Shape Code Ch... Loc[ft] LC Shear C... Loc[ft] LC Pn... PnVom[k] Mn/om[k-ft] Cb Eqn
No Data to Print ...
Concrete Beam Bending Reinforcement
Member Shape Span Left Top Left Bot Mid Top Mid Bot Right Top Right Bot
1 Ml CRECT24X24 1 CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM CUSTOM
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 13
Company : SSD July 26,2018
IiiRisA Designer : Andy Gledhill 11:52 AM
Job Number Checked By
ANEMETSCHE<COMPANY Model Name : 1164 W Duarte Rd
Concrete Beam Shear Reinforcement
Member Span Region 1 Region 2 Region 3 Region 4
1 M1 1
Concrete Column Bending Reinforcement
Column Shape Span Perim Bars
No Data to Print...
Concrete Column Shear Reinforcement
Column Span Region 1 Region 2 Region 3 Region 4
No Data to Print...
Concrete Wall Reinforcement
Wall Region Thickness[in] Hor.Bar Sim Vert. Bar Size Diaq. Bar Sim
No Data to Print ...
Masonry Wall Reinforcement
Wall Region Hor. Bar Sae Boundary Reinf.
No Data to Print ...
Masonry Lintel Reinforcement
Wall Lintel Flex.Steel Stirrup
No Data to Print ...
Plate Principal Stresses
LC Plate Label Sigmal[ksi] Sigma2[ksi] Tau Max[ks] Ann le[rad] Von Mises[ksil
No Data to Print ...
Envelope Plate/Shell Principal Stresses
Plate Sigmal [ks] LC Sigma2[ksi] LC Tau Max[ks] LC Angle[rad] LC Von Mises[ks] LC
No Data to Print ...
Plate Forces
LC Plate Label Fx[k] Fy[kl Fxy[k]
No Data to Print...
Envelope Plate Forces
Plate _ Fx[k] LC Fy[k] LC Fxy[k] LC
No Data to Print...
RISA-2D Version 17.0.1 [C:\Users\Andy\Doouments\RISA\Model Files\untitled.r2d] Page 14
Company : SSD
IJuly 26,2018
IIRISA
I3 w• Designer Andy Gledhill 11:52eM
K H Job Number Checked By
ANEMETSCftEx COMPANYModel Name : 1164 W Duarte Rd
Plate Corner Forces
LC Plate Label Joint X[k] Y[kl
No Data to Print ...
Envelope Plate/Shell Corner Forces
Plate Joint X[k] LC V[k] LC
No Data to Print ...
Wall Panel ACI 318-14: Concrete Code Checks(In Plane)
Wall Panel Region Max UC LC Shear UC LC Pn*phi[k] Mn*phi[k-ftl Vn'phi[kl
No Data to Print ...
Wall Panel TMS 402-16:ASD Masonry Code Checks for Wall Regions(In Plane)
Wall Panel Region Design R...Combined UC LC Shear UC LC Fa[ks it Fblksil Fv[ksi]
No Data to Print...
Wall Panel TMS 402-16:ASD Masonry Code Checks for Lintels
Wall Pa... Lintel Design ... Flexure UC LC Shear UC LC Fvm[ksi] Fvs[ksil Fm[ksil Fs[ksil
No Data to Print ...
Wall Panel ACI 530-08:Strength Masonry Code Checks for Wall Regions(In Plane)
Wall Pa... Region Design ... Mal UC LC Bending UC LC Shear UC LC Pn*phi[kl Mn*phi[k-f0 Vn*phi[k]
No Data to Print ...
Wall Panel ACI 530-08:Strength Masonry Code Checks for Lintels
Wall Panel Lintel Design Rule Bending UC LC Shear UC LC Vn*phi Total[kl Mn*phi Totalik...
No Data to Print ...
Wood Wall Panel Axial Code Checks (AWC NDS-15:ASD)
Wall Panel Region Stud Size Stud Spaci... Mal Check Gov LC Chord Size Chord Mal Ch... Gov LC
No Data to Print ...
Wood Wall Panel In Plane Code Checks (AWC NDS-15:ASD)
_ Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down...Tension Ch...Tie-Dow... Gov LC
No Data to Print...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitIed.r2d] Page 15
Company : SSD July 26,2018
IU•nit w Designer : Andy Gledhill Checked By.K /y'` Job Number Checked By._
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Wood Wall Panel Header Code Checks (AWC NDS-15:ASD)
Wall Panel Header Label Design Rule Size Bend UC Shear UC Gov LC
No Data to Print...
Wall Panel Seismic Code Checks (ACI 318-14)
Wall Panel Coupling BeamiWall... Region/Pier UC Shear In Plane LC BZ Req'd?
No Data to Print ...
Wall Panel Forces
LC Wall Label Elevation[ft] Awal[k] Shear[k] Moment[k-ft]
No Data to Print ...
Envelope Wall Panel Forces
Wall Label Elevation[ft] Axial[k] LC Shear[k] LC Moment[k-ft] LC
No Data to Print...
Material Takeoff
Material Size Pieces Length[ft] Weight[K]
1 Hot Rolled Steel
2 A36 Gr.36 ' W10z77 1 72 6
3 Total HR Steel 1 72 .6
4
5 Concrete Members Volume(yds^3)
6 Conc3000NW CRECT24X24 1 2.4 9:3
7 Total Concrete 1 2.4 9.3
RSA/Frequencies
No Response Spectra/Frequency Results Available...
Mode Shapes
Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation
No Mode Shape Results Available...
Footing Geometry
Joint Footing Length[ft1 Widthfftl Thickness[inl ex[in] ez[in] Pedestal Htf in] PedXdim[in] PedZdim[inl
No Data to Print ...
Footing Steel
Joint Footing Bot x Steel[inA21 Bot z Steel[inA2] Top x Steel[in...Top z Steelfin... Ped Long Ped Shear
No Data to Print...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2d] Page 16
Company : SSD July 26,2018
IuRis w Designer : Andy Gledhill 11:52 AM
K //"�` Job Number Checked By._
ANEMETSCHEK COMPANY Model Name : 1164 W Duarte Rd
Footing Code Check
Joint Footing Bearing Ra...Bearinq Pr... Gov LC UC Max Mwoc[k-ftl Gov LC UC Max Muzz[k-ft] Gov LC
No Data to Print ...
Footing Pedestal
Joint Footing UC Bend UC Bend LC UC Shear UC Shear LC UC Punch UC Punch LC
No Data to Print...
Footing Safety Factors
Joint Footing OSF-xx LC OSF-zz LC SR-xx LC SR-n LC
No Data to Print...
Warning Log
Message
No Data to Print ...
RISA-2D Version 17.0.1 [C:\Users\Andy\Documents\RISA\Model Files\untitled.r2dl Page 17
9
Calculate Drag Forces
V - `
G p
•
,I.
WORST CASE TRIBUTARY
AREA 325 SF.
Soft Story Area Tributary to Portion being Transferred Through Drag:
Floor D.L.Above Garage: 325SF x 23PSF= 74751bs
2nd &3rd Floor Wall D.L.=15 PSF x 8'x 40'= 4800lbs
3rd Floor D.L.= 15 PSF x 0 SF= Olbs
Roof D.L. : 15PSF x 325SF= 48751bs
Interior Walls (Assume 2)= 8'x 10'x 2 x 10 PSF= 1600 lbs
Total Dead Load: 18750 lbs
V=Cs x W= 0.688 x 1875OIbs = 10242 lbs
V=.75(102431bs)= 7682
V=CsWf1= 7682 X 1.25= 9602 lbs
10
Design Drag Struts
Design Drag Struts:
New 2"X 1/4"collector: X-Sec.Area:0.50 sq. in.
Fy= 36 Ksi
36 Ksi X 0.50 sq.in.= 18.00 K> 9.60 K OK
Design Welded Drag Strut Connection:
1/4"X 3" Fillet Weld:
Per AISC 8-1 Rn=.6Fexx(V 2/2)(D/16)I
(.6)(60)(.707)(1/4) X 3= 19.09 K
Design Strength:.75 X 19.09 K= 14.3 K> 9.60 K OK
Check SDS Screws:
Shear capacity of 1/4"X 3"SDS screws:420#
Max Drag Length: 40' = 480"
480"/ 20"= 24.00 Screws
24 X 420#= 10080#
10080#> 9602 lbs OK
Use 1/4"X 3"SDS Screws @ 20"o.c.Along Strap Line
A
Di
oa n
C o
rD o 0 0 .o ' o 0 0 0
1.0
Eu
mi
Ort, g
Al 03 CD
N W N a c x a a a x a m
y 0 0 x dj x x. x 'm
O O (moi) T .S',, v .l.'. y
7 c N O o
. \ II O
IT
(n
» N S ye
N IN/ N
11 W 00 01 2 OJ S Gf i u .T. O O Da n > C T T T 1-0
W II Ol S N N m, }, v ^L, ne
N W 7 _ _
d N lrl
3 0 („
O O ' CO (n 0 a al co'. AN N N N'.'. N N CO O 0 W '7▪T.
0 a m, CO m N 01 CO (J COM ID a 01 10 001 O O. .
(D [n 0 0 O O OI OI 0 Of. in O N: O 01 01 LT at O.
A N
or
a
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r.
01 O) W Of a 03 O) N 0) lJ N lJ N 01 L 0a.1 L ..3▪0 O
aN. O V N V 01 co Ol co .O] a 01 m (n co 1NV O
coN O co O O 0 to O "N 01 a Cu 0 01 O N O cm O (n.
0
0
0
a
(n o. o o ,O o =01- o o o o (n o 01 m m (n711 22 o
Vs
O O O (+ i' O {Nn N �m (Nn V a A > L O0
O 0 0 0 O O O, O "OI 01 O N O O O O O 00
V NI co V CI co O O O i W i r a '� A �� 0= ,
0 Ol O1 O O co O' O (T (n O 01- O O (n O (n
O T
6
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A 01 (n 01 (nr (4 0 'N (J W > W L .-.
O ((n] 01 010 4l 0 001 'O -O 'O 01 O O O (J O (n 0 011 O
II-'
I-,
12
Foundation Calculations
Check Overturning Moment About Point'01 :
OTM:V X 7.00'= 22121 lbs X 7.00'= 154846 FT-LBS
OTM resisted by weight of frame:
Weight of Grade beam: 2'X 2'X 16'X 150 pcf= 9600 lbs
Resisting Moment= 9600 lbs X 16'/2= 76800 Ft-LBS
Weight of Steel Col. : 77 lbs/ft X 9'= 693 lbs
Resisting Moment= 693 lbs X 8'= 5544 FT-LBS
Floor,Wall, Roof Dead Load (Anchored to(e)ft'g): 32996 lbs
Resisting Moment= 32996 lbs X 8'= 263968 FT-LBS
Total Resisting Moment from Frame:
263968 FT-LBS> 154846 FT-LBS OK
Check Bearing Pressure:
Soil Bearing Strength Per 1806.2: 1500 PSF
Seismic Soils Bearing Strength:(4/3)X 1500 PSF= 2000 PSF
2000 PSF X 2'X16'/2= 32000 LBS
OTM = 154846 FT-LBS
Bearing Resistance, Resisting Moment:
32000 LBS X 2/3(16)'= 341333 FT-LBS
341333 FT-LBS> 154846 FT-LBS OK
13
Resistance to Sliding:
V= 22121 lbs
Per Table 1806.2 Cohesion= 130 psf/.25
Resistence from grade beam:
Surface Area of 1 Side of Grade Beam= (16'X 2')= 32SF
Resistence to Sliding: 32SF X 130 PSF= 4160 LBS
Plus 400 LBS from 100 PSF/FT of Passive
22121 lbs- 4160 LBS- 400LBS= 17561 lbs
Remainder of Sliding resisted by Anchorage to (e)ft'g: 5 Dowels Min. OK
14
Check(e) Nailing:
Demand Load: 221211bs/ 40'= 553.02 PLF
553.02 PLF- 170PLF= 383.02 PLF
Capacity of A35: 595 LBS
595 LBS/ 383.02 PLF= 1.55'x 12"/1'= 18.64"
Use A35's @ 18.00"o.c. OK
SIMPSON Anchor DesignerTM Company: Date: 7/26/2018
Engineer. Page: 1/5
Strong-Tie Software Project:
Version 2.6.6703.9 Address:
Phone:
E-mail:
1.Project Information
Customer company: Project description:
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):30.00
State:Uncracked
Anchor Information: Compressive strength,Pe(psi):3000
Anchor type:Cast-in-place Wwv:1.4
Material:F1554 Grade 36 Reinforcement condition:B tension,B shear
Diameter(inch):0.750 Supplemental reinforcement:No
Effective Embedment depth,her(inch):8.000 Reinforcement provided at corners:No
Anchor category:- Ignore concrete breakout in tension:No
Anchor ductility:Yes Ignore concrete breakout in shear.No
h„m,(inch):9.50 Ignore 6do requirement:No
Cern(inch):4.50 Build-up grout pad:No
Smm(inch):4.50
Base Plate
Length x width x Thickness(inch):14.00 x 14.00 x 0.75
Recommended Anchor
Anchor Name:J-or L-Bolt-3/4"0 J-or L-Bolt,F1554 Gr.36
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must he 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
SIMPSON Anchor DesignerTM Company: Date: 7/26/2018
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Load and Geometry
Load factor source:ACI 318 Section 5.3
Load combination:not set
Seismic design:No
Anchors subjected to sustained tension:Not applicable
Apply entire shear load at front row:No
Anchors only resisting wind and/or seismic loads:No
Strength level loads:
Nue[Ib]:0
V.[Ib]:22121
V.[Ib]:0
M.[ft-Ib]:0
MW[ft-Ib]:0
M.[ft-Ib]:0
<Figure 1>
0 Ib
• Oft-Ib
O lb
r
'tr.<
0 ft-lb
O ft-Ib
4
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked far 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
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E-mail:
<Figure 2>
0
0
a >_''
II L
ao ¢ _r---- =t
b f
0 0
a-
li
II
13.00 13.00
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 Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 www.stmngtie.com
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3.Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
N.(Ib) Vuax(Ib) Vuay(Ib) J(vua 2+(Vuay)2(Ib)
1 0.0 5530.3 0.0 5530.3
2 0.0 5530.3 0.0 5530.3
3 0.0 5530.3 0.0 5530.3
4 0.0 5530.3 0.0 5530.3
Sum 0.0 22121.0 0.0 22121.0
Maximum concrete compression strain(%o):0.00 <Figure 3>
Maximum concrete compression stress(psi):0 01 02
Resultant tension force(Ib):0
Resultant compression force(Ib):0
Eccentricity of resultant tension forces in x-axis,e'w(inch):0.00
Eccentricity of resultant tension forces in y-axis,e'Ni(inch):0.00 Y
Eccentricity of resultant shear forces in x-axis,e\,,(inch):0.00
Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 ill, DO
X
04 03
8.Steel Strength of Anchor in Shear(Sec.17.5.11
V.(Ib) ¢raw 0 0,,oe0V(Ib)
11625 1.0 0.65 7556
9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21
Shear perpendicular to edge in x-direction:
Vex=minI7(le/da)r'ddaa.Vfcca,t'';92.1E carr'((Eq.17.5.2.2a&Eq.17.5.2.2b)
la(in) d.(in) Aa Po(psi) car(in) Vex(Ib)
6.00 0.750 1.00 3000 20.00 44091
0Voerx=0(Avc/Avm)Y'.cvY'eavWc,v94,vVex(Sec.173.1 &Eq.17.5.2.1b)
Ave(in2) Avm(in2) Yec,v Yedv Yev %,v Vey(Ib) 4 OVmvx(Ib)
1110.00 1800.00 1.000 0.830 1.400 1.000 44091 0.70 22116
Shear parallelto edge in x-direction:
Ver=minI7(Ia/da)r2JdaLJfccarl.5;9241cc.,LsI(Eq.17.5.2.2a&Eq.17.5.2.2b)
I.(in) d.(in) Aa f (psi) ca,(in) Vey(Ib)
6.00 0.750 1.00 3000 13.00 23106
¢Vaerx=0(2)(Ave/Av)YecvYsa,v5"cvWevVey(Sec.17.3.1,17.5.2.1(c)&Eq.17.5.2.1b)
Ave(in2) Av.(ins) Taco W.c.v Wc,v fly Vey(Ib) 4 0Veerx(Ib)
721.50 760.50 1.000 1.000 1.400 1.000 23106 0.70 42965
Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must he checked for plausibility.
Simpson Strong-Tie Company Inc. 5956 W.Las Pestles Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925.847.3871 wwu+.strongtie.com
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10.Concrete Pryout Strength of Anchor in Shear(Sec.17.5.31
(Mpg=OkcpNctg=Qkcp(ANo/Moo)Yeo.NW aNWc.Nrcp.NNe(Sec.17.3.1 &Eq.17.5.3.1 b)
kcp ANc(in2) AN.,(in2) yecN Yd,N ye.N W p,N Na(Ib) d 0V pg(Ib)
2.0 1225.00 576.00 1.000 1.000 1.250 1.000 29745 0.70 110703
11.Results
11.Interaction of Tensile and Shear Forces(Sec.D.7)?
Shear Factored Load,Via(Ib) Design Strength,eVn(Ib) Ratio Status
Steel 5530 7556 0.73 Pass
T Concrete breakout x+ 22121 22116 1.00 Pass(Governs)
II Concrete breakout y- 11061 42965 0.26 Pass(Governs)
Pryout 22121 110703 0.20 Pass
314"0 J-or L-Bolt,F1554 Gr.36 with hef=8.000 inch meets the selected design criteria.
12.Warnings
-Designer must exercise own judgement to determine if this design is suitable.
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 Posiitas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax 925,847.3871 www.strongte.com