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BSOL2015-0025Bin # Sign Permit App. 2015-00tity of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico QC�'� La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Ij _ Project Address: Washington Park Retail Center. Owner's Name:Washington-111, LTD A. P. Number: Address: 30240 Rancho Viejo Road, Suite B Legal Description: City, ST, zipSan Juan Capistrano, CA 92675 AD/S Sign Company Contractor: 9 P Y � Telephone: 760-485-5308 Address:2950 Palisades Drive Project Description: city, sT, zip: Corona, CA 92880 Application to install 5 monument signs Tele hone:800-862-3202 throughout the Washington Park Retail Center. State Lic. # : City Lic. #; Arch., Engr., Designer: As approved by the Planning Department via Sign Permit Application 2015-0032 Address: City., ST, Zip: Telephone: >>>i>?>><><::::.::> :;>;:;::>::;•>::•:::;::: P State Lic. #: Name of Contact Person: Bill Sanchez Construction Type: Occupancy: Project a circle one): ' type New ( ) e Add n Alter Repair Demo Sq. Ft.: #Stories: # Units: Telephone # of Contact Person: 7607485-5308 Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan god Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '"' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Tot! Permit Fees s` 2of4 10815 RANCHO BERNARDO RD., SUITE 260, SAN DIEGO, CA 92127 P ROJ ECTMANAG ER@SU LLAWAYENG.COM ENGINEERING PHONE:1-858-312-5150 FAX:1-858-777-3534 PROJECT: WASHINGTON PARK RETAIL CENTER, 78-365 HWY.111. NO.351, LA QUINTA, CA DATE: 07/06/2015 PROJECT #: 8843A-2 (REV.10/22/2015) ENGINEER: AT CLIENT: ARCHITECTURAL DESIGN & SIGN PAGES: - 16'-0" 8'-6" O.C. o O 6" STD. PIPE, O.D. = 6.63" t = 0.280" o o co j #3 @ 12" O.C. EACH WAY, `D TOP & BOTTOM MAT 2'-6" O FRONT ELEVATION (FOR SIGN TYPE A.1 & A.2 ONLY) CITY OF LA QUINT, BUILDING & SAFETY DEF• APPROVED FOR CONSTRUCTION co 6'-0" �, r2--'\. SPREAD FOOTING SIDE ELEVATION (FOR SIGN TYPE A.1 & A.2 ONLY) 3of4 10815 Rancho Bernardo RD., SD, CA 92127 ' projectmanager@sullawayeng.com E.N 0:1 N;.E E R IaIN".G Phone: 858-312-5150 Fax: 858-777-3534 PROJECT: WASHINGTON PARK RETAIL CENTER DATE: 7/6/15 PROJ. NO.: 8843A ENGINEER: AT CLIENT: ARCHITECTURAL DESIGN & SIGN V2•7 building code; CBC 2013 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-10 F=qZ*G*Cf*Af with qZ = 0.00256K,KnKdV2 (29.3.2 & 29.4) Cf= 1.412 (Fig. 29.4-1) . max. height= 9.0 Kzt= 1.0 (26.8.2) (=1.0 unless unusual landscape) KZ from table 28.3-1 Exposure= , c Kd= 0.85 for signs (table 26.6-1) V= 110 mph G= 0.85 (26.9) weight= 1.425 kips s/h= 1.000 Mop= 0.00 k-ft B/s= 1.76 Pole structure Loads component height at section c.g. K: qZ pressure qL*G*Ct Wind Ar shear Moment Mw 1 4.5 0.85 22.38 26.86 142.5 3828 17225 sums: 142.5 3828 17.22 (MW) k-ft arm= 4.50 two pole distribution factor (asce fig. 29.4-1 ): x 0.87 3340 15.03 for s/h=1, add 10% (asce fig. 29.4-1): _ x 1.10 16.53 Pu= 1.71 kip M= 16.53 k-ft M=sgrt(MDLZ+MW2) M�= sgrt(1.2MpL2+Mw2)= 16.53 k-ft Pole Design section; pipe M < OM, with Mn = fyZ fY 35 ksi 0= 0.9 H M (k-ft) Z req'd. (in) Size(in) t (in) Z USE at grade 16.5 6.30 5 0.258 6.8 6" Std. Pipe, �Mn=27.8 k-ft Footing Design footprint: round co-1.3 (CBC 1605.3.2) CBC Table 1806.2, sections 1806.3.4, 1807.3.2 P=2.61 kip S1=Sxd/3 A=2.34xP/(S1xb) S=267 S1= 610 d =0.5xA (1+ (1+4.36x h/A) A.5) CBC 1807.3.2.1 A= 4.00 footing: 2' - 6" din. 6' - 10" deep CITY OF LA QUINTA BUILDING & SAFPT• ,APPROVED FO .. CONSTRUCTI N oAT� v" 2z• w r 4of4 A I I I •4�%F:MMMAWmM"_ E N G I N' E..E R 1`rN--'G 10815 Rancho Bernardo RD., SD, CA 92127 projectmanager@sullawayeng.com Phone: 858-312-5150 Fax: 858-777-3534 PROJECT: WASHINGTON PARKRETAIL CENTER DATE: 7/6/15 PROJ. NO.: 8843A-2 (REV. 10/22/2015) ENGINEER: AT CLIENT: ARCHITECTURAL DESIGN & SIGN Verson 3.0 building code; CBC 2013 Longitude Direction units; pounds, feet unless noted otherwise applied shear at grade v= 2.00 kip unfactored load 3.34 k (factored) applied moment at grade m= 9.92 kip-ft., unfactored load 16.53 k-ft (factored) depth of soil above footing hs= 0 ft allowable soil bearing p= 2.0 ksf (1500 x 1.33 ) (use a factor of 1.33 for wind or seismic) Spread Footing Design (For Sign Type A.1 & A.2) moment m= 15.9 k-ft Footing size (ft) b= 2.75 L= 6.0 h= 3.00 S= 16.5 Footing Weight= 7.4 k signage weight= 1.4 k soil 0.00 total= 8.85 Overturning; Me= 27 Me>1.5M 1.6665 ok soil pressure; max= 1.788 ksf ok forces on concrete pad; V= 8.4 ' k Vr= 13 k (=1.6V) M= 13 k-ft M,= 20 k-ft Check Slab; �= 0.9 fY 60 ksi fc= 2.5 ksi 150 Ibs/ft3 Flexure As= 0.15 d= 32.0 in �M,= mAsfy(d-a/2)= 259 k-in = 21.6 k-ft M,<�M ok a=Asfy/0.85fcb= 0.128 in Check minimum Aem;n=2sgrt(f.)bd/fy = 2.64 200bd/fy= 3.52 or 1.333As= 0.20 in2 Use As= 0.20 in2 short direction ys=2/((3+1) = 0.8 with R= 1.5 short direction; yAs= 0.16 in2 Shear; Wn=�2sgrt(fc)bd Vc= 79.2 0.75 vMvn ok Top Slab Assume half of footing is in uplift weight= 4 kip arm= 1.5 ft M= 6 k-ft M,= 6.7 k-ft Flexure As= 0.15 �M.= �Asfy(d-a/2)= 259 k-in = 21.6 k-ft MMW ok a=Asfy/0.85fcb= 0.059 in Check minimum . Asmi,=2sgrt(f.)bd/fy = 5.76 200bd/fy= 7.68 or 1.333N= . 0.2 in2 short direction ys=2/(0+1) = 0.8 with R= 1.5 ITY OF LA QUANTA JILDING & SAFETY nI=PT APPROVED FOR CONSTRUCTION 10 BY Use As= 0.20 in2 short direction; yAs= 0.16 in` t 1 of; 10815 RANCHO BERNARDO RD., SUITE 260 SAN DIEGO, CA 92198 ENGINEERING PROJECTMANAGER@SULLAWAYENG.COM PHONE:1-858-312-5150 FAX: 1-858-777-3534 PROJECT: WASHINGTON PARK RETAIL CENTER; 78-365 HWY.111, LA QUINTA, CA DATE: 07-06-2015 PROJECT #: 8843B ENGINEER: MV CLIENT: ARCHITECTURAL DESIGN & SIGN PAGES: 3, 52„ N 0o 25-31 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED GENERAL NOTES 1. DESIGN CODE: CBC 2013 2. DESIGN LOADS: ASCE 7-10 3. WIND VELOCITY 110 MPH EXPOSURE C 4. CONCRETE2500 PSI MINIMUM 5. PIPE STEEL ASTM A53 35 KSI 6. BOLT STEEL ASTM A307 HOT DIP GALVANIZED PER ASTM A153 OR ZINC PLATED PER ASTM 6633 7. LATERAL SOIL BEARING PER CBC CLASS 5 (100 PSF/FT) 8. PROVIDE PROTECTION AGAINST DISSIMILAR METALS PLAN VIEW rExp. SU44o. C 48588630-2016 s�� CIVI\- ��s 9-14-2015 2of3 10815 RANCHO BERNARDO RD., SUITE 260 SAN DIEGO, CA 92198 PROJ ECTMANAG E R@S ULLAWAYENG.COM ENGINEERING PHONE:1-858-312-5150 FAX:1-858-777-3534 PROJECT: WASHINGTON PARK RETAIL CENTER; 78-365 HWY.111, LA QUINTA, CA DATE: 07-06-2015 PROJECT #: 8843B ENGINEER: MV CLIENT: ARCHITECTURAL DESIGN & SIGN PAGES: 18'-04" O.C. 17'-3" Ilk 16'-1 " Ie o� z M e e ' 2'-6"0 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION -t UE�Wt±By --W 5" 0 STD. PIPE O.D. = 5.56" t = 0.258" 1e ELEVATION M I ,2' 0 fHRU BOLT 2"x2"xY4" ALUM. ANGLES BY OTHERS eSADDLE DETAIL, TYP. 3of3 AY 10815 Rancho Bemardo RD., SD, CA 92127 projectmanager@sullawayeng.com Phone: 858-312-5150 Fax: 858-777-3534 ENGINEERI.N'G PROJECT: WASHINGTON PARK RETAIL CENTER DATE: 7/6/15 PROJ. NO.: 8843B ENGINEER: MV CLIENT: AD/S vi.7 building code; CBC 2013 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-10 F=qZ*G*Cr*Ar with qZ = 0.00256KZK,tKdV` (29.3.2 & 29.4) Cf= 1.734 (Fig. 29.4-1) max. height= 8.7 KZ,= 1.0 . (26.8.2) (=1.0 unless unusual landscape) KZ from table 28.3-1 Exposure= c Kd= 0.85 for signs (table 26.6-1) V= 110 mph G= 0.85 (26.9) weight= 1.409 kips s/h= 0.433 MDL= 0.00 k-ft B/s= 4.44 Pole structure height at pressure Wind Loads component section c.g. KZ qz gz'G'Cf Af ' shear Moment Mw 1 0.935 0.85 22.38 32.98 15.0 493 461 2 3.745 0.85 22.38 32.98 82.6 2725 10206 3 5.935 0.85 22.38 32.98 3.2 104 617 4 7.125 0.85 22.38 32.98 36.8 1214 8653 5 8.3335 0.85 22.38 32.98 3.3 110 917 sums: 140.9 4647 20.85 (M,n,) k-ft arm= 4.49 two pole distribution factor (asce fig. 29.4-1 ): x 0.68 3182 14.28 P = 1.69 kip M= 14.28 k-ft M=sgrt(MDL2+1Aw2) Mu= sgrt(1.2MDLZ+1.6Mw2} = 14.28 k-ft Pole Design section; pipe Mu->Wn with Mn = fyZ fy= 35 ksi 0.9 } H M (k-ft) Z req'd. (in) . Size(in) t (in) Z at grade . 14.3 5.44 5 0.258 6.8 5" STD. OK - Vn = 17.9 Footing Design footprint: round (CBC 1605.3.2) CBC Table 1806.2, sections 1806.3.4, 1807.3.2 P= 2.48 kip S1 =Sxd/3 A=2.34xP/(S1 xb) S= 267 S1= 597 d =0.5xA (1+ (1+4.36x h/A) 1.5) CBC 1807.3.2.1 A= 3.89 footing: 2' - 6" dic. 6' - 9" deep CITY OF LA QUI - BUILDING & SAFETY DEPt. APPROVED FOR CONSTRUCTInN 1 of 2 10815 RANCHO BERNARDO RD., SUITE 260, SAN DIEGO, CA 92127 PROJ ECTMANAG ER@SU LLAWAYEN G.COM ENGINEERING PHONE: 1-858-312-5150 FAX:1-858-777-3534 PROJECT: WASHINGTON PARK RETAIL CENTER, 78-365 HWY.111, NO.351, LA QUINTA, CA DATE: 07/06/2015 PROJECT #: 8843A-1 (REV. 09/14/2015) ENGINEER: AT CLIENT: ARCHITECTURAL DESIGN & SIGN PAGES: o zo 2'-6" 0 N OF LA QUINTA B, 6„ O.C. ILDING & SAFETY DEPT. APPROVED_ 1 FRONT ELEVATION sub 6� C 48588 � GENERAL NOTES C( EXP. 613012016 1. DESIGN CODE: CBC 2013 2. DESIGN LOADS: ASCE 7-10 J'T9 CIVIC �� 3. WIND VELOCITY 110 MPH EXPOSURE C OF CAS -CFO 4. ALUMINUM ELEMENTS 6061-T6 5. PIPE STEEL ASTM A53 GR. B, Fy=35 KSI MIN. 6. BOLT STEEL ASTM A307 (HDG PER ASTM A153 OR ZP PER ASTM B633) 7. CONCRETE 2500 PSI MIN. 8. PROVIDE 3" MIN. CLEAR COVER ON ALL STEEL EMBEDDED IN CONCRETE 9. PROVIDE PROTECTION AGAINST DISSIMILAR METALS 10. LATERAL SOIL BEARING PER CBC CLASS 5 (100 PCF) 6" STD. PIPE, O.D. = 6.63" t = 0.280" ✓2 0 THRU 30LT 2x2x"' ALUM. ANGLES BY OTHERS 2 SADDLE DETAIL, TYP. 2of2 10815 Rancho Bemardo RD., SD, CA 92127 ' . projectmanager@sullawayeng.com Phone: 858-312-5150 Fax: 858-777-3534 .'E .N G :1 :N.'E'.E R::L,:W'G PROJECT: WASHINGTON PARK RETAIL CENTER DATE: 7/6/15 PROJ. NO.: 8843A ENGINEER: AT CLIENT: ARCHITECTURAL DESIGN & SIGN v2.7 building code; CBC 2013 units; pounds, feet unless noted otherwise Applied Wind Loads; from ASCE 7-10 F=qZ*G*Cf*Af with qZ = 0.00256KZK�fKdV` (29.3.2 & 29.4) Cf= 1.412 (Fig. 29.4-1) max, height= 9.0 Kn= 1.0 (26.8.2) (=1.0 unless unusual landscape) KZ from table 28.3-1 Exposure= c Kd= 0.85 for signs (table 26.6-1) V= 110 mph G= 0.85 (26.9) weight= 1.425 kips s/h= 1.000 MDL= 0.00 k-ft B/s= 1.76 Pole structure height at pressure Wind Loads component section c.g. KZ qZ qz'G*Cr At shear Moment Mw 1 4.5 0.85 22.38 ' 26.86 142.5 3828 17225 sums: 142.5 3828 17.22 two pole distribution factor (asce fig. 29.4-1 ): x 0.87 3340 15.03 for s/h=1, add 10% (asce fig. 29.4-1): x 1.10 16.53 P�= 1.71 kip M= 16.53 M=sgrt(1.2MDL2+Mw2)= 16.53 k-ft (M„,) k-ft • arm= 4.50 k-ft M=sgrt(MDL2+MW) Pole Design section; pipe M < �Mn with Mn= fyZ fY 35 ksi 0.9 H M (k-ft) Z req'd. (in) Size(in) t (in) Z USE at grade 16.5 6.30 5 0.258 6.8 6" Std. Pipe, �Mn=27.8 k-ft Footing Design footprint: round w- 1.3 (CBC 1605.3.2) CBC Table 1806.2, sections 1806.3.4, 1807.3.2 P= 2.61 kip S1 =Sxd/3 A=2.34xP/(S1 xb) S= 267 S1= 610 d =0.5xA (1+ (1+4.36x h/A) A.5) CBC 1807.3.2.1 A= 4.00 footing: 2' - 6" dia. 6' - 10" deep CITY OF LA OUINTA BUILDING & SAFETY DEFT. APPROVED Iuw- . 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